and shall be used in
conjunction with relevant Australian Standards. other appropriate methods may be used at the
Superintendent's approval. In special circumstances where tests are required which are not covered in
this manual or by Australian Standards.
Where tests are required which are not included in the manual. CODE OF PRACTICE NTTP 101. SCOPE
This Code covers the selection of the most appropriate test method for sampling or testing of
materials. i.1
SELECTION OF TEST METHODS
1.
2.
Australian Road Research Board (ARRB)
Austroads (Austroads)
National Association of Australian
(NAASRA)
State Road Authorities
British Standards Institution (BSI)
American Society for Testing Materials ASTM (ASTM)
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.
The Northern Territory Department of Infrastructure Test Methods (NTTM) and Codes of Practice
(NTCP) have been developed to clearly identify the practice to be adopted.e. the appropriate Australian Standard
method shall be used. SELECTION OF TEST METHOD
The Department of Infrastructure Test Methods and Codes of Practice contained in this Materials
Testing manual shall take precedence over all test methods and procedures.

1 which is required to be assessed separately. FIELD DENSITY MEASUREMENT
Different methods shall not be used in the determination of field densities within a lot.1 Test Lot Bounds
Test lot bounds shall be determined by the contractor in accordance with the specification.
2.
2.Site Selection by the
Stratified Random Technique. or within 5 metres of lateral construction
joints should be excluded from the lot.1 . earthworks and backfill.1
TESTING FIELD COMPACTION FOR CONFORMANCE
1. CODE OF PRACTICE NTTP 102.
Areas within 150mm of the edges of construction.
This Code takes precedence over Australian Standards. SCOPE
This Code sets down the procedures to be followed when carrying out acceptance testing of field
compaction of pavement materials.
For work being carried out under contract.3 Selection of Test Sites within a Lot
The validity of lot testing depends on there being no bias associated with the selection of test
sites. on quality system contracts. excluded under Section
2. every point in the lot must have an equal
chance of being selected. the contractor.
3. this Code must be read in conjunction with the particular
contract specification and relevant test methods.2 Selection of a Lot
It is the responsibility of the Superintendent or.
2.
Soils and pavement materials which do not appear essentially homogenous and are not
uniform in terms of maximum size and particle size distribution may be included in the lot
provided that laboratory compaction tests are performed on material from each field density
test site ie one for one testing.
The method for selecting the test sites is covered in NTCP 103. Prior to the start of the selection process. to designate any areas to be excluded from the lot on the basis
of appearance or test-rolling response and to nominate any areas. LOT TESTING
2. to
define the bounds of the lot.
The following test methods are currently applicable:
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.

Oven Drying
Method. or as near as practicable
to the nominal layer thickness.5.
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.
3.Determination of the Moisture Content of a Soil .4 . shall be with the probe set at a point equal to.4 Depth of Testing
The depth over which density testing is carried out by Nuclear Gauge in the direct
transmission mode.
The job specification must be checked to see whether or not acceptance is based on testing
of the work in lots.
 AS1289. nuclear gauge testing shall be performed in
accordance with AS 1289.Density Gauge -
Direct Transmission Mode.1. at the
superintendent's approval alternative methods may be considered.8.
 AS1289.Assignment of Maximum Dry Density and Optimum Moisture
Content Values.1 Test Methods
Department of Infrastructure Test Methods and Codes of Practice.1.3 Nuclear Gauge Testing
For earthworks and pavement materials.5.8. Moisture Ratio and Moisture Variation.2 .
 AS1289.1 .1 .
3. CODE OF PRACTICE NTTP 102.1.5.5.
Whenever practicable.2.1 .8.Determination of the Dry Density Moisture Content – Relation of a
Soil Using Modified Compactive Effort.
 AS1289.1.5.
NOTE: Should the probe be inserted to a depth greater than the nominal layer thickness the
test must be repeated.4.1
3.5.4. the same method shall be used for all field density testing carried out
on a given material on any one project.
Results from different modes of operation are not comparable.2 Selection of Test Methods
Nuclear gauges shall be used for the determination of field density.
Australian Standard Test Methods:
 AS1289.2. When environmental
conditions are such that the results from the nuclear gauge could be affected.
3.
 AS 1289.1 .2. This can be checked when collecting samples for moisture
contents for processing by AS1289.Dry Density Ratio.Determination of Field Moisture Content and Field Dry Density of a
Soil – Method Using a Nuclear Surface Moisture .Nuclear Surface Moisture – Density Gauges – Calibration Using
Standards Blocks.

for example most naturally occurring materials.
(d) Under no circumstances should samples of material be taken from windrows
or stockpiles for compaction testing.1.2.1.4. CODE OF PRACTICE NTTP 102.3.
4.
NOTES:
(a) A laboratory compaction test should be performed for each field density
determination (one for one). Preparation of samples for laboratory compaction
shall be in accordance with AS 1289.4.2. using offsets determined in accordance with AS 1289.Stabilised Materials
Laboratory compaction tests should be carried out on samples taken from the road-
bed immediately after compaction and the laboratory compaction shall be carried out
within 24-48 hours of field mixing.5 Moisture Content
Field moisture content may be determined by either a nuclear gauge in accordance with
AS 1289. and may be tested in accordance with Australian Standard AS 1289.5.
Variable quality (heterogenous) materials.
When the moisture content is determined by AS 1289.Stabilised Materials
Laboratory compaction tests should be carried out on material sampled prior to field
compaction and laboratory compaction should be carried out within 2 hours of mixing
with cement.8. when applicable.
Uniform quality (homogeneous) materials.1.5.2 Stabilised Materials
4.2.2. The sides of the hole
shall be reasonably vertical.5.1 Cement .1 Test Methods
This method shall be used in conjunction with relevant Australian Standards and Department
of Infrastructure Test Methods.8.
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.
shall be tested using one for one testing in accordance with Australian Standard AS
1289.2.
(c) Under no circumstances should samples of material taken from two or more
field density test sites be combined and then used for laboratory compaction. It is desirable to cure the stabilised laboratory sample for 30 minutes
prior to laboratory compaction.5.
4.2 Lime .1
3.
(b) A mean MMDD shall NOT be used to calculate the dry density ratio.1.1 and Test Method NTTM 201.1. for example processed materials such as fine
crushed rock. or relative
compaction. Preparation of samples for compaction shall be in
accordance with AS 1289.1.
4.4.
(e) The maximum dry density shall be adjusted for oversize when appropriate.1 and Test Method NTTM 201. the sample shall be taken from
between the source rod and the detector to the depth of the probe.2. ESTABLISHMENT OF REFERENCE DENSITY FOR CALCULATION OF DENSITY RATIO USING
MODIFIED COMPACTION
4.
or AS 1289.

5 standard
deviations away from the mean. the Mean Dry Density
Ratio only is used.1. the Dry
Density Ratio shall be determined in accordance with the Mean Dry Density Ratio
specification requirements.
3-5 tests.
All results including means and standard deviations shall be recalculated after removing any
outliers.1 The Mean Dry Density (R)
Is calculated as follows:
R = sum of xi
n
Where R = mean dry density ratio for the lot.
6.
All test results from a lot must be included in the calculations. All outliers shall be removed from the calculation of the
characteristic mean dry density ratio. CALCULATION OF MEAN AND CHARACTERISTIC VALUES OF DENSITY RATIO IN LOT
TESTING
A minimum of 3 tests shall apply to any lot submitted for testing. Determine the Mean Dry Density Ratio in accordance with section 6. Two methods are available for
calculation of the Dry Density Ratio for determining the conformance of a lot.5. Then determine if there
are any outliers.2 The Characteristic Mean Dry Density Ratio (RC)
Firstly calculate the standard deviation and the mean of the sample.4. including those markedly
different from the average.
If after removing any outliers the number of tests involved is reduced to less than 6. and not the Characteristic Mean Dry Density Ratio
specification.1.
6.
6. CODE OF PRACTICE NTTP 102. OVERSIZE MATERIAL
Oversize material is defined as any material which is coarser than the maximum size allowed in the
laboratory compaction test AS1289.
xi = an individual test result. The method to be
selected is based on the number of tests within a lot.
8|P a g e
.1
6 or more tests.
When less than 6 tests are used to determine compliance of a lot. The procedure for removing outliers shall then be rechecked as above. Determine the Characteristic Mean Dry Density Ratio in accordance with section
6. Determine the
oversize correction in accordance with AS1289. and
n = the number of results in the lot.2. The mould size for laboratory compaction test is
determined based on the oversize materials present in the moisture content sample.5.1
5. An outlier is any density ratio result which is more than 2.2.

Repeat tests due to sampling or testing errors.5
s = [sum of (xi .
R = the mean of n results. must be compacted to not less than a certain percentage of density ratio
based on modified compactive effort.ks
Where Rc = the characteristic mean dry density ratio for the lot.
Rc is then calculated as follows:
Rc = R .
. RETESTING OF WORK
7. Retests. discard all testing and obtain a
new set of random numbers and retest the entire lot.
calculated as follows:
2 0.Those markedly different from the means.1
The Standard Deviation/s is defined as the Distribution of the Dry Density Ratio of a lot. If the
volume of retesting is greater than one test or one stratum. REPORTING
Compaction test reports shall contain.
7. or if an outlier has been identified.
ii) All compaction curve graphs when requested. and.
i) All test results from a lot including:
.
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.
k = the multiplier in Table 1. In these cases the Superintendent must be consulted as to the
number of test sites required and to the manner in which they are to be located.
7. and
s = the standard deviation.
9. and
n = the number of test results in the lot. A replacement result can be
obtained by random selection of a test site within the relevant stratum of the lot.1 Retesting of a Lot
Retesting should only be undertaken after reworking or corrective action and not merely on
the basis of the test results.
Values of Maximum Dry Density and Optimum Moisture Content shall be determined again
for each field density as the material has been reworked. then the Superintendent shall be
informed.
Any stratum within a lot which has not been included in the assessment of Characteristic
Mean Dry Density Ratio for any reason shall be identified as a separate lot and tested
independently. CODE OF PRACTICE NTTP 102.
8.2 Repeat Testing to Recheck a Result
Repeat testing should be undertaken only if an error is known or suspected to have occurred
in the testing procedures. and. When retesting is carried out. Outliers. which do not
constitute part of a lot.1)]
Where xi = an individual test result.R) divided by (n . SPECIFICATIONS NOT BASED ON LOT TESTING
Some job specifications may simply stipulate that the material on specific areas.

(i) The chainage for site one will be at (0. SCOPE
This Code sets out the procedure to be followed in selecting sites of a 2-dimensional lot by a stratified
random technique.8m (The Y Coordinate chainage should be rounded to 0.1m).
(c) Number the strata as Strata 1. So select the second random number by proceeding vertically down the
column to the next number and select this as our second random number for site 1 in stratum 1
Example: (0.
Example: x = 0.846 multiplied by the length of the stratum) = y (stratum 1)
Example: 0.1m).
Example: Column 2.
(b) Determine the number of test samples required in the lot in accordance with the specification. CODE OF PRACTICE NTTP 103. such that there is one sub-lot
for each test sample required.750 multiplied by the width of the
stratum) = x (stratum 1). length and area of the lot. (See Sheet
5). Stratified random sampling consists of stratifying the lot into subdivisions and
then randomly selecting a sample from each subdivision. random number = 0.
(k) Select further random numbers by proceeding vertically down the column and if necessary to the
top of the next column until as many numbers as required are obtained. PROCEDURE
(a) Determine the width.
13 | P a g e
.
(j) The offset from the left hand side for site one will be at (0.
2.
(h) Let the y coordinate of the area be the chainage or length of the stratum and let the x coordinate
of the area be the width or offset from the left hand side. Strata 2.1
SITE SELECTION BY THE STRATIFIED RANDOM TECHNIQUE
1.846 x 125m = 105.750 x 8m = 6. row 71. and the second and third digits as our row numbers.
Divide the lot into sub-lots (stratum) of approximately equal areas.
Example: Starting Point = 0.0m (The X Coordinate chainage should be rounded to 0.750) this will be used to determine our (x) coordinate.
(e) Select a starting point from the first digit (after the decimal) of this number as our column
number.
(d) Place the point of a pencil or other marker blindly on the page of random numbers.846. This will be used to determine our (y)
coordinate for site 1 in stratum 1. Strata 3 etc.271 (Selected blindly)
Column = 2
Row = 71
(f) Select the first random number by going to the column and row selected above.
(g) Two random numbers from Table of Random Numbers are required to locate each test site
within each stratum.

(o) Project chainages may also be added if required.24km = 13. Random numbers may be selected by a variety of appropriate techniques. If in selecting a series of random numbers by running vertically down the column. the second
series of random numbers should be discarded and a further series of numbers selected.
all testing for the lot shall be discarded and a new set of random numbers obtained and
the entire lot retested.405kms.317 x 125m = 39. continue selecting numbers from the top
left hand corner of the page.
NOTES ON TEST:
1. When conducting retesting of a lot.
4. If the volume of retesting is greater than one stratum. Retesting is only appropriate if there has been a mistake in sampling or test procedure or
if the result is obviously impossible.
Example: y = 0.
7.
6. a new series of random numbers shall be selected. CODE OF PRACTICE NTCP 103. When this is the outcome in successive lots.
Example: x = 0. When selecting subsequent series of random numbers it is possible that the same series
may occur more than once.403 x 8m = 3. Apart from retesting for the reason indicated in Note 6.317) multiplied by the length of the stratum) = y (site 2).
Example: (39. there is no statistical justification
for retesting a stratum or part of a lot which fails.
2.6m.6 + 125)
Running chainage = 164. The method
detailed here shall take precedence.
5.
(n) Add the lengths of all proceeding stratas to the y co-ordinate chainage to produce a running
chainage.6m.1646km + 13.
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. REPORT
Report as per attached worksheet. Random sampling does not imply haphazard sampling but requires a detailed
predetermined sampling plan which eliminates bias.1
(l) The chainage for site two will be at (0.
(m) The offset from the left hand side for site 2 will be (0.2m offset.6m or 0. the
bottom right hand corner of the table is reached.403) multiplied by the length of the stratum)
= y (site 2).1646km + (project chainage) = _____ kms
0.
3.
Example: 164.
3.

gauge function checks and secondary
calibration.
(i) From each site take samples for moisture content.
(g) Jointly determine the standard counts on site in accordance with the manufacturer's handbook
and AS1289 5. SCOPE
This Code sets out the procedure which shall be followed when the Superintendent.
(k) Calculations shall be to the satisfaction of both parties.
(f) Jointly check the nuclear densometer calibration status.. CODES OF PRACTICE: NTCP 105. and modified compaction determinations.
3.
(d) The execution of all testing tasks shall be divided approximately equal between both parties.2
JOINT AUDIT TESTING OF COMPACTION
1.
(b) Jointly agree on the most appropriate facility. irrespective of all previous tests and audits.
(m) At any time.8.1. METHOD
(e) Jointly determine the location of the tests using a stratified random technique in accordance
with NTCP 103. PREPARATION
(a) Jointly select and agree on a time to conduct the joint audit.
18 | P a g e
. PURPOSE
To determine the conformance status of a lot.
(l) The results of these joint tests shall be used to determine the conformance status of the lot in
accordance with the specification requirements.
2..1. and upon the request of either party the Superintendent and Contractor shall carry
out an evaluation of their respective testing methods to determine the reason for any
continuing discrepancies and arrive at a uniform testing technique. equipment and nuclear densometer to conduct
the joint-audit.
(j) At the completion of all field testing both parties shall return to the nominated facility to jointly
process the samples and test results and reports in accordance with Australian Standard
AS1289.
4.
(c) Testing personnel from both parties shall be present during all phases of sampling and testing. elects to invite both parties jointly to audit a lot.
(h) Jointly conduct the density testing in accordance with Department of Infrastructure and
Australian Standard requirements. as a result of a
dispute.

3.
8. Moisture content samples will be placed in the oven overnight. At the completion of field testing both parties shall initial all recordings. Excavate the sample for the moisture content determination between the source rod and the
detector and to the depth of the source rod and ensure the sides of the hole are reasonably
vertical. Determine the moisture content in accordance with AS1289. No one party shall proceed with the samples in the absence of the other party. Jointly record all readings and cross check recordings. Both parties shall have the option to keep a copy of the recordings overnight.
5.
4.
2. Ensure the sample for the modified compaction determination is taken beneath the gauge to the
depth of the source rod and ensure the sides of the hole are vertical.2
NOTES ON TEST:
1.1.
FLOW CHART FOR
JOINT AUDIT TESTING OF COMPACTION
19 | P a g e
.
7.1. CODES OF PRACTICE: NTCP 105.2.
6..

placement and compaction of
asphalt mixes shall comply with the relevant sections of the DoI Road works Master Specification and
any specific project requirements.
Registration in accordance with the procedures in this Code of Practice does not guarantee the
handling and performance properties of this mix. Trials undertaken through Austroads and other State Authorities will be
accepted. if any.
d) Graphs of mix properties.
The registration of a mix design shall remain current for a period of 2 years subject to there
being no changes to the source or grading of aggregate components or the source and nature
of the binder.3 Additional information required for Warm Mix Asphalt (WMA) Registration
a) WMA technology and/or WMA additives information including the classification and
nominated proportions of additives.
c) Documentation that demonstrates proven field performance of the WMA technology for at
least 2 years. Registration may be extended beyond 2 years with the agreement of the
Department and the Superintendent of the project on which the mix is to be used. REGISTRATION
2.
2. CODE OF PRACTICE: NTCP 106. INTRODUCTION
This Code of Practice describes the process for registration of asphalt mix designs for use in works
undertaken for the Department of Infrastructure (DoI).
2.1
REGISTRATION OF ASPHALT MIX DESIGNS
1.
f) Source of added filler and certificate of compliance for added filler. Production.
b) Proportion of each component in the mix.2 Information Required
The following information shall be submitted for each new mix design:
a) Grading test results for each component.
c) Grading of the mix.
e) Supplier and class of binder and certificate of compliance. and its proportion in the design mix. delivery.
h) Details of any proposed asphalt recycling including sieve analysis (after extraction of
binder) and binder content of RAP.
g) Details of the type of additives.
b) WMA technology manufacturer's established target rate for water and additives and the
acceptable variation for production.
k) All the test results shall be current at the time of submission of the mix design.
j) Test information from production trial and modification of laboratory test data for
identification as the “Job Mix”.
i) Test information for all laboratory tests for the relevant mix type specified in Section 3.2.1 General
Applications to register an asphalt mix shall be submitted to The Department at least two
weeks prior to the proposed date of commencement of supply and shall be accompanied by
the information listed in Clause 2.
20 | P a g e
.
l) All components of the asphalt mix shall comply with the DoI Road works Master
Specification Section 9 – Dense Graded Asphalt.
2.

one NAASRA count in
counts/km/lane is approximately equivalent to an IRI of 0.
2. The Contractor shall have the option of requesting
retest by ARRB Profile-o-meter. roundabouts other very low
speed traffic locations.4 Measuring Device
The device used for measurement of roughness shall be:
(a) Normal testing by DoI Rough-o-meter. The cost of retesting will be allocated to the Contractor
unless the retesting shows compliance with the specified requirements.
3.1
RIDE QUALITY
1. roughness measurement is to be based on the IRIqc quarter car model.
 Small jobs (less than 300m in length) areas of limited access.27) / 26.
(b) In the event of non-compliance. INTRODUCTION
This Code of Practice provides guidelines for the testing and acceptance of ride quality on asphalt
works undertaken for the Department of Infrastructure (DoI).
2.49
2.
24 | P a g e
. depending on the type of construction and number and type of expansion joints. For the purposes of this Code of
Practice.04 m/km/lane.
The minimum length of the lot shall be the lesser of the total job length or 500 m.
 Bridge decks.27
or
IRI (m/km/lane) = (NAASRA Counts/km/lane + 1. The maximum length of the lot shall be restricted to 2 km of continuous traffic lane.
Following areas may be excluded from ride quality testing or specified at a lower standard of ride
quality unless otherwise specified. A lot shall be defined as the length and width
of each continuous traffic lane constructed including any freeway ramps but excluding shoulders and
turn lanes. DEFINITIONS
2. CODE OF PRACTICE: NTCP 107.1 Continuous Traffic Lane
A length of traffic lane which can be tested in a single test run uninterrupted by areas
exempted from ride quality assessment.3 Mean Lane Roughness Value
The mean of the Individual Lane Roughness Values within the lot as determined by the
appropriate test method. calibrated to provide roughness counts converted
to IRI.
Where required to convert between IRI and NAASRA counts/km.
 Left lanes used as parking for most of the day or where the crown of an intersecting road
intrudes into the left lane. in which case
the cost of retesting will be paid by the Department. LOT TESTING
All work shall be tested in lots of continuous traffic lane. The more precise
conversion is given by the following formulae:
NAASRA Counts/km/lane = (26.
Start and finish joints are to be excluded from testing.
2.49 x IRI) -1.2 International Roughness Index (IRIqc)
The international measure of ride quality measured and recorded by in cumulative metres per
kilometre in each wheel path and averaged together.

Ride quality measurement shall be undertaken within three months after the application of the
surfacing.
A re-test of the lot shall be undertaken following completion of any rectification work.1
 Pavement widening and part width reconstruction where the completed works is required to
match the profile of the adjacent existing pavement or required to match the ride quality of the
existing pavement. Where the Superintendent agrees to accept the lot at a reduced payment.
The Contractor shall bear the full cost of any necessary rectification work including the cost of any
additional work required to the underlying or adjacent pavement to comply with the ride quality
requirements of the specification.
the work shall be rectified unless the Superintendent agrees to accept the work at a reduced
payment. Where the lot is to be rectified. All rectification work shall be carried out in accordance with the
requirements of the specification.
4. RECTIFICATION
Where the Mean Lane Roughness Value of a lot is greater than the Mean Lane Roughness specified.
25 | P a g e
. the minimum length for any rectification work undertaken
shall be 100 m. a
deduction to the contract sum shall be made in accordance with the provisions for MEASUREMENT
AND PAYMENT. CODE OF PRACTICE: NTCP 107.

2.
(c) The procedure is to be commenced immediately the sample is removed from the
airtight container.
(e) Cure the sample overnight.1 Stabilised in the Field
(a) The sample shall be taken within one hour from the time from the completion of
mixing in-situ.75mm AS sieve shall be soaked for at
least one hour and then surface dried. within 48 hours of the completion
of mixing.5.
(b) Immediately after the sample has been taken it shall be sealed in an airtight
container.5. or materials stabilised
in the laboratory. calculated as a
percentage of the total dry mass of the portion as determined
in 4(b) to the material passing the 4. PREPARATION OF SAMPLE
Prepare the sample in accordance with the procedure prescribed in AS1289.1.
(d) Prepare the specimen in accordance with AS1289.1.5.
3. APPARATUS
As described in Australian Standard AS1289.2
MODIFIED COMPACTION . Screen on a
4.5.5.1 Procedure (a) to (d) inclusive.1.
(b) Take one of the portions and determine the mass to the nearest 1g. in the case of in-situ work.4. and transported as soon as practicable to the laboratory for
processing. AS1289.1. sheltered.2.5mm AS sieve.
This method is applicable to materials having no more than 20% retained on the 37.2.
2. Hydrated Lime: Add the required amount of hydrated lime.1 and
AS1289.
4.
(c) Incorporate the prescribed additive as follows:
i.
4.5.5. TEST METHOD: NTTM 201.75mm sieve.1. All material retained on the 4.
(g) The compaction of the specimen is to be completed within 48 hours of delivery for
plant mixed material or.2.1 and AS1289. PROCEDURE
4.4. SCOPE
This test method sets out the procedures for determination of the relationship between Dry Density
and Moisture Content for mixtures of Materials and Lime stabilised in the field.2 Stabilised in the Laboratory
(a) Follow AS1289.75mm AS sieve and
thoroughly mix the dry materials to a uniform colour.2.1.
27 | P a g e
.2.LIME STABILISED MATERIALS
1.
(f) Compact the sample in accordance with AS1289.

Allow the mixture to cure overnight at room
temperature. Quicklime is supplied as ground quicklime.
(i) Compact the material in accordance with AS1289.
(g) Place the mixture in a container and seal. Unless supplied in ground form.1. white powder and consists essentially of calcium
hydroxide. procedure (g) to (q) inclusive.2.
Slaking will occur rapidly with the generation of heat. It
is usually supplied in the form of a fine.36mm AS sieve and stored in an air-tight container and protected from
moisture until used.5.2
ii. The magnitude of
the reaction will depend on the amount of quicklime present.
4.
2.
(f) Repeat this procedure with the remaining portions of material. Hydrated lime is relatively safe but care is required to protect the eyes when using hydrated
lime. quicklime and hydrated line shall comply with Australian Standard 1672. Hydrated lime is the most common form of lime used in lime stabilisation of road materials. No preparation is required. crushed or pebble quicklime or as lumps.5.
(e) Incorporate the saturated surface dry material retained on the 4. and
consists essentially of calcium oxide. Remix to break up any
lumps that may have formed.1.
5. Lime used in laboratory investigations should be the same type from the same source of
supply or manufacture as the lime proposed for use in the field.1 and AS1289.
(h) Remix the material and adjust moisture if necessary. CALCULATIONS
In accordance with AS1289.
See Note 5 for safety precautions related to the use of quicklime.5. Quicklime: Add the required amount of ground quicklime. Add a quantity of water equal to
one-half to two-thirds of the mass of quicklime added to the material. to the
material passing the 4. TEST METHOD: NTTM 201.4.1 – Limes
and Limestone – Limes for Building. Cover the
mixture and allow to stand for about 10 minutes.1 and AS1289. the material should be
ground to pass a 2.
(d) Add the required quantity of water to the mix.
NOTES ON TEST:
1.
6.75mm AS sieve and thoroughly and carefully mix
the dry materials to a uniform colour.2.1. observing the safety precautions set out in Note 5.
28 | P a g e
. REPORTING
In accordance with AS1289.4.5.2.
3.75mm sieve and remix.
Carefully mix.5. Select the quantities of water to be added so
that the soil optimum moisture content is straddled and the moisture steps are not excessive
for the soil type. calculated as a
percentage of the total dry mass of the portion determined in 4(b). Unless otherwise specified or
approved.

long-
sleeved coats and gloves should be worn. and protective cream applied to the hands
and arms as required. TEST METHOD: NTTM 201. Quicklime may be dangerous in the presence of moisture because of its highly caustic
nature.2
5.
29 | P a g e
. Safety glasses. Quicklime is especially dangerous to the eyes. Even small amounts of perspiration on the skin may react with quicklime and
cause skin burns. when using quicklime in the laboratory.

place some in water and boil. All aggregations of particles are to be broken down so that if the sample was
screened on a 4. If slaking occurs.5. APPARATUS
As described as AS1289.
(d) Obtain by quartering or riffling six 3000g portions of the prepared sample. When in doubt as to whether lumps
are to be broken. Bitumen. SCOPE
This test method sets out the procedures for the determination of the relationship between dry
density and moisture content for mixtures of soil.2.S.1.BITUMEN STABILISED MATERIALS
1. If necessary. dry the sample at
O
a temperature not exceeding 50 C. Sieve.4
MODIFIED COMPACTION .
This method is applicable to materials with not more than 20% retained on the 37. or
Tar). Unless
otherwise specified or approved the bituminous materials should comply with the requirements
of the appropriate Australian Standard (i.5. ADDITION OF THE BITUMINOUS MATERIAL
( i ) DETERMINATION OF THE DESIRABLE VISCOSITY AND MOISTURE CONTENT FOR THE
ADDITION OF BITUMEN OR CUT BACK BITUMEN
(a) Take one of the 3000g portions of the sample obtained in 3 (d) and quarter or riffle it to obtain
6 to 8 portions. Bitumen Emulsion. PREPARATION OF SAMPLE
(a) Allow the sample to dry sufficiently to enable it to be crumbled.5. the material should be
broken further with the rubber pestle. cut-
back bitumen. bitumen emulsion.1 and AS
1289.1
3. or tar.75mm A.
(c) Prepare the sample and select the mould size in accordance with AS 1289.4.S. the water used in the test should be from the
same source as that proposed for use in the field. BITUMINOUS MATERIALS
(a) Bituminous materials used in laboratory investigations should be of the same type and from the
same source of supply or manufacture as the materials proposed for use in the field.
Adhering material should be brushed from coarse pieces. TEST METHOD: NTTM 201.5mm A.
5.
2. each about 300g. gravel or crushed rock material and bitumen. sieve only discrete uncrushed particles would be retained.
30 | P a g e
.e.
(b) Where bitumen emulsion is specified or approved for use in investigations in relation to
stabilisation or modification of road materials. A
rubber pestle should be used to avoid breaking down sound pieces of mineral matter. Cut Back Bitumen.2.
4.
(b) Break up any aggregations of particles in such a way as to avoid crushing any discrete
particles.

(b) Add the desired grade of tar to the moist soil in small quantities. When this happens it is necessary
to cut back the bitumen with power kerosene starting from 5 per cent cutter and increasing by
2 per cent increments.75 mm A.
sieve.4
(b) Take one of the 300g portions of soil.
(g) Add the cut back bitumen to the moist soil in small quantities.1. add sufficient water to dampen the soil.
(c) To another 300g portion add a measured quantity of water (but do not exceed optimum
moisture content at this stage) and add a small amount of cut-back bitumen. If the viscosity
is unsuitable for mixing.5. For this purpose the water content of bitumen emulsion shall be
taken as 45 per cent by mass.
(c) Compact the mixture into the mould in accordance with AS 1289.
(b) Calculate the additional quantity of water to be added to bring the emulsion/soil mix to the
desired moisture content. mix thoroughly
and add a small quantity of bitumen that has been heated as necessary to produce a
"pourable" condition. balls of unmixed bitumen will form. PROCEDURE
(a) Take one of the portions and determine the mass to the nearest 1g. sieve shall be soaked for at least one hour
and then surface dried. All material retained on the 4. Add the remainder of the additional water to the soil portion. Mix thoroughly
with a trowel and note ease (or difficulty) of mixing.
(d) Repeat procedures (b) and (c) with increases in moisture content of the soil and/or the
proportion of cutter in the bitumen until conditions for satisfactory mixing are determined.
(d) Add the diluted bitumen emulsion to the soil portion in small quantities mixing thoroughly after
each addition until the required amount of bitumen emulsion has been incorporated in the soil.
(e) Record the moisture content of the soil and the cutter content of the bitumen at which
satisfactory mixing occurred.2. Mix with a trowel in an attempt to produce a uniform mix.
( iii ) ADDITION OF BITUMEN EMULSION
(a) Dampen the test portion to a moisture content of approximately 4% to 5%. TEST METHOD: NTTM 201.
31 | P a g e
.
6.
(c) Dilute the bitumen emulsion by adding at least half the additional water to the bitumen
emulsion.75mm A.
(f) Adopt the soil moisture content and cutter content of the bitumen recorded in (e) in the
mixtures to be tested in accordance with this Test Method.S.
( ii ) DETERMINATION OF THE DESIRABLE VISCOSITY AND MOISTURE CONTENT FOR THE
ADDITION OF TAR
(a) Adopt a similar procedure to that described for bitumen above except that. until the required amount of bitumen has been added to the soil. instead of fluxing
with kerosene.S. mixing thoroughly after each
addition. mixing thoroughly after each
addition until the required amount of tar has been incorporated in the soil.
(b) Bring the soil to the moisture content and add the bituminous material as described in Section
5. different grades of tar should be used. Screen on a 4.

4
(d) Repeat processes (a) to (c) with the other portion adding the same amount of binder each time
but increasing the quantity of water for each successive portion to provide the following
approximate ranges:
(i) Sandy Materials: 7 to 15 percent in steps of 2 percent.
(d) Source of water if bitumen emulsion is used.01 t/m . TEST METHOD: NTTM 201.
8.
eg. an additive
compatible with emulsion may be required.
32 | P a g e
.5%.
(f) Optimum moisture content to the nearest 0.0.
7. In some cases it may be advisable to use increments
of 2 per cent or less. TECHNIQUES
(a) The range of moisture contents required will vary according to the type of material to which
the binder has been added. Anionic emulsions must be diluted with water of an alkaline nature.
Cationic emulsions must be diluted with water of an acidic nature.
3 3
(e) Maximum Dry Density in t/m to the nearest 0.
(e) Repeat the procedure for each of the specified additive contents. As a guide.5.
(ii) Clayey Materials: 12 to 24 percent in steps of 4 percent. CALCULATIONS
Perform calculations in accordance with AS1289.05%
by weight of amine salt.1. REPORTING
Report the following results for each bitumen content as appropriate:
(a) Type and source of bituminous material. This may be
achieved by the addition of 0. the Plastic Limit gives an indication of the
approximate upper limit of the range.05 . This may be
achieved by the addition of 1% solution of hydrochloric acid (muriatic acid) or 0.
(c) Difficulties may be experienced in the use of cut-back bitumen when mixed with road
materials because of the slow rate of evaporation of cutter oil.
If such an additive if found necessary.
(c) Amount of cutter used (if any) and moisture content at which binder was added. The amount of cutter added
should therefore be kept to a minimum. the type and quantity used should be recorded
in the test report.10% household detergent or phosphate softener
(Calgon or equivalent) to the water before mixing with the emulsion.
9.
(b) If difficulty is experienced in incorporating bitumen emulsion into the soil.2.
(b) Additive content. in a minimal amount just sufficient to acidify the local water.

Discard material retained. If necessary. Cure the specimen overnight.
(b) Allow the sample to dry sufficiently to enable it to be crumbled. dry the sample at
o
a temperature not exceeding 50 C.6.1
3.
(d) Determine the Maximum Modified Dry Density and Optimum Moisture Content in
accordance with NTTM 201.
(e) Thoroughly remix all material passing the 19. then screen the sample on a 19. PREPARATION OF SAMPLE
(a) Prepare the sample in accordance with the procedure prescribed in AS1289. within 24 hours of the completion of
mixing. A
rubber pestle should be used to avoid breaking sound pieces of mineral matter.
(e) Incorporate sufficient water to bring the sample to Optimum Moisture Content. in the case of in-situ work. TEST METHOD: NTTM 202.LIME STABILISED MATERIALS
1. All aggregations of particles are to be broken down so that if the sample were
screened on a 4.75mm AS sieve only discrete uncrushed particles would be retained.1. Such initial curing must be carried out
prior to the addition of lime.1.1 Stabilised in the Field
(a) The sample shall be taken within one hour from the time from the completion of mixing
in-situ. Place
the mixture in an air tight container and seal. in the field or in the laboratory.
(f) Where the moisture content of the material being tested is judged to be well below optimum. SCOPE
This test method sets out the procedure for the determination of the California Bearing Ratio for
mixtures of materials modified or stabilised with lime.
sheltered. after initial addition of water may be required.1.
33 | P a g e
. Adhering
material should be brushed from coarse pieces.
curing.
(c) Break up any aggregations of particles in such a way as to avoid crushing any discrete
particles.0mm AS sieve.
(g) The compaction of the specimen is to be completed within 24 hours of delivery for plant
mixed material or.6.000g of material for preparation of a California
Bearing Ratio specimen. To achieve this time frame it may be necessary to estimate the Optimum
Moisture Content based on wet density and added moisture.
4. When in doubt as to whether lumps are to be
broken.
(b) Immediately after the sample has been taken it shall be sealed in an airtight container.2.
2.1.
(g) Determine the moisture content of a subsample of about 300g after addition of water if
applicable.2
CALIFORNIA BEARING RATIO .
(f) Compact the specimen in accordance with AS 1289.1.
(d) Weigh the sample to be tested.
(c) The procedure described in Clause 3 is to be commenced immediately the sample is
removed from the airtight container.0mm AS sieve and reduce as necessary by
quartering or riffling to provide not less than 7. PROCEDURE
4. place some in water and boil. APPARATUS
As described in Australian Standard AS 1289. and transported as soon as practicable to the laboratory for processing. weigh and
determine the percentage retained on wet mass basis.

Hydrated Lime: Add the required amount of hydrated lime and thoroughly mix the
dry materials to a uniform colour.
(b) Report the Bearing Ratio at 2. Allow the
mixture to cure overnight at room temperature. white powder and consists essentially of calcium
hydroxide.6.1. to that
provided in 4.2.
3. The
magnitude of the reaction will depend on the amount of quicklime
present.
(k) Remove the mixture from the container.
34 | P a g e
.1. crushed or pebble quicklime.1. if necessary.
2. Slaking will occur rapidly with generation of heat. CALCULATIONS
Conduct calculations in accordance with AS 1289. No preparation is required.2 Stabilised in the Laboratory
(h) Take a test portion of sufficient size (prepared as per Clause 3 above) and determine its
mass to the nearest 1g.6. Add a quantity of water equal to
about two thirds of the mass of quicklime added to the material. Calculate the required amount of additive as a percentage by
dry mass. which may have formed.1
5. Remix. as determined by Test Method NTTM 201.1.
Remix to break up any lumps.
6.
ii. Place the mixture in a container and seal.
(l) Compact the material in accordance with AS 1289.5mm and 5. for the
particular lime additive content. and consists
essentially of calcium oxide. the material should be ground
to pass a 2.2(c) above.
(i) Incorporate the prescribed additive as follows: -
i. Determine the required amount of additive to the nearest 1g. Unless otherwise specified
or approved. In all cases the adopted CBR value will be
that at 2. Unless supplied in ground form. observing the safety precautions set
out below. Quicklime is supplied as ground quicklime. Cover the mixture and allow to stand for 10-15 minutes.1. determine its moisture content from a
100g portion using a rapid method and adjust the moisture content.2
4. quicklime and hydrated lime shall comply with Australian Standard 1672.5mm.
Carefully mix as necessary.36mm AS sieve and stored in an air tight container and protected from moisture
until used.
It is usually supplied in the form of a fine. Quicklime: Add the required amount of quicklime and thoroughly mix the dry
materials to a uniform colour.0mm. TEST METHOD: NTTM 202.
NOTES ON TEST:
1.
See Note 5 for safety precautions related to the use of quicklime.6. Hydrated Lime is the most common form of lime used in lime stabilisation of road materials.1 –
1997 – Limes and Limestone – Limes for Building. REPORTING
(a) Report in accordance with AS 1289.
(j) Incorporate sufficient water to provide the Optimum Moisture Content appropriate for the
intended compactive effort. Lime used in laboratory investigations should be the same type from the same source of
supply or manufacture as the lime proposed for use in the field.

Hydrated lime is relatively safe but care is required to protect the eyes when using hydrated
lime.
35 | P a g e
. TEST METHOD: NTTM 202. and protective cream applied to the hands
and arms as required.2
4. Safety glasses. Quicklime is especially dangerous to the eyes. when using quicklime in the laboratory. Quicklime may be dangerous in the presence of moisture because of its highly caustic
nature.
5. long
sleeved coats and gloves should be worn. Even small amounts of perspiration on the skin may react with quicklime and
cause skin burns.

000g of material for preparation of a California
Bearing Ratio specimen.
(b) Allow the sample to dry sufficiently to enable it to be crumbled.
4.
(d) Compact the material in accordance with AS1289. If slaking occurs. Adhering
material should be brushed from coarse pieces.
(e) Thoroughly remix all material passing the 19. place some in water and boil.
(b) Add the cement to the material and thoroughly mix the dry materials to a uniform colour. Cover the
mixture and allow to stand for not less than 5 minutes and not more than 10 minutes. then screen the sample on a 19. If necessary.1.
curing.6. dry the sample at
a temperature not exceeding 50°C.
(f) Where the moisture content of the material being tested is judged to be well below optimum.
3.1. Weigh
out the required amount of cement to the nearest 1g. A
rubber pestle should be used to avoid breaking sound pieces of mineral matter. The specimen should be moulded approximately 60-75 minutes after
commencement of mixing.0mm AS sieve.
36 | P a g e
.6. Discard material retained. TEST METHOD: NTTM 202. Such initial curing must be carried out
prior to the addition of cement.
(g) Determine the moisture content of a subsample of about 300g after addition of water if
applicable.
(d) Weigh the sample to be tested. SCOPE
This test method sets out the procedure for the determination of the California Bearing Ratio of
mixtures of materials and cement modified or stabilised in the laboratory.1.1.CEMENT STABILISED MATERIALS
1. Add
the quantity of water necessary to provide the optimum moisture content appropriate for the
intended compactive effort for the particular cement content.
(c) Break up any aggregations of particles in such a way as to avoid crushing any discrete
particles.1. Thoroughly mix. the material should be broken further
with the rubber pestle.3
CALIFORNIA BEARING RATIO . weigh and
determine the percentage retained on wet mass basis. Remix
the materials and break up any lumps that may have formed. after initial addition of water may be required.0mm AS sieve and reduce as necessary by
quartering or riffling to provide not less than 7. APPARATUS
As described in Australian Standard AS1289. Calculate the required amount of cement as a percentage by dry mass.75mm AS sieve only discrete uncrushed particles would be retained.
2.
(c) Place the mixture in a sealed container and allow to cure at a temperature of 23°C  2°C for
50-60min. All aggregations of particles are to be broken down so that if the sample were
screened on a 4. PROCEDURE
(a) Take a test portion of sufficient size (as prepared above) and determine its mass to the
nearest 1 g. PREPARATION OF SAMPLE
(a) Prepare the sample in accordance with the procedure prescribed in AS1289.1. When in doubt as to whether lumps are to be
broken.

5mm.
NOTES ON TEST:
1. CALCULATIONS
Calculate in accordance with AS1289.
3.
2.6.
Cement should not be used for laboratory investigations after being stored for a period of three
months or longer.1. Cement should be stored in sealed containers and protected from moisture until used.1.
6.1.
2.6. Unless otherwise specified
or approved.5mm and 5.3
5. Samples should be placed in airtight containers and
transported to the laboratory immediately. In this case procedures 3(f) and 4(a) are not
applicable. Report the Bearing Ratio at 2.Portland and Blended Cements. The above test procedure may be used for materials stabilised in the field provided the
samples are at close to optimum moisture content and the moulding of specimen can be
completed within 75min of initial mixing.
37 | P a g e
. REPORTING
1.0mm.1. the cement should be Type GP or GB complying with the requirements of
AS3972 . TEST METHOD: NTTM 202. Report in accordance with AS1289. Cement used in laboratory investigations should be the same type from the same source of
supply or manufacture as the cement proposed for use in the field. In all cases the adopted CBR value will be that
at 2.

9 kg + 10g. The
procedure may also be used with materials modified or stabilised in the field as well as with materials
modified at the quarry. curing and determination of unconfined
compressive strength of remoulded specimens of soil. gravel or crushed rock material. equipped with a suitable device to control the height of drop to a free fall of 450 + 2
mm.75 mm AS sieves. accurate and readable to 1 g within the operating range.
(c) A rigid foundation on which to compact the specimen. TEST METHOD: NTTM 203.2.
(g) A thermostatically controlled oven with good air circulation. A mixing
machine may be used.5 mm and an internal effective
height of 115 + 1 mm (a volume of approximately 1 litre). SCOPE
This test method sets out the procedure for the preparation. at least 500 mL capacity. e. LIME OR BITUMEN
1. a sound concrete floor about
100mm or greater in thickness. suitable for extruding compacted specimens from the
mould.
(k) A jack. both of which can be firmly
attached to the mould.
or
(ii) A metal rammer with a 50 + 0. -
30g.1.
TEST METHOD: NTTM 203..0 mm and 4.5.25g. with press-on lids or other
suitable seal.
(m) Moisture measurement containers.1
38 | P a g e
. A suitable design is shown in AS 1289. or a concrete block of at least 100kg mass.g. fitted with a detachable base-plate
and a removable collar assembly approximately 60 mm high.
(f) Sample dividers (riffle boxes) of appropriate size openings.5 mm diameter face and a drop mass of 4.5 mm diameter face and a drop mass of 2.
2.1.
(e) Mixing apparatus such as a trowel and palette knife and quartering apparatus. capable of maintaining a
o o
temperature within the range of 105 C to 110 C.2. Mechanical forms of the
apparatus may be used provided the essential dimensions are adhered to.
(b) (i) A metal rammer with a 50 + 0.1
UNCONFINED COMPRESSIVE STRENGTH OF UNSTABILISED MATERIALS AND
MATERIALS STABILISED OR MODIFIED WITH CEMENT. accurate and readable to 0.
(d) A metal mixing and quartering tray.
equipped with a suitable device to control the height of drop to a free fall of 300 + 2 mm. (Optional).01 g within the operating
range.0 mm AS sieve. or other device.
Suitable forms of hand apparatus are shown in AS 1289.
(j) A balance of at least 500 g capacity. APPARATUS
(a) A cylindrical metal mould having an internal diameter of 105 + 0.
(l) A bowl suitable for thoroughly mixing increments of water with the test sample. 19.5 mm.
(h) 37.7 kg + 10g .
This method is applicable to materials passing a 19. such as metal
plates about 400 mm by 125 mm and 200 mm by 125 mm.
(i) A balance of at least 6000 g capacity. lever and frame.5.

a spirit level
approximately 100 mm long. Alternatively.
(a) Hydrated Lime is the most common form of lime used in lime stabilisation of road
materials.
with the requirements of AS 2193 (Methods for the Calibration of Testing Machines) for Grade
C machines. small trowel or palette
knife. It is usually supplied in the form of a fine. Calculate percentage retained on each of the two
sieves.
Adhering material should be brushed from coarse pieces. (n) A measuring cylinder. and a rubber pestle. All aggregations of particles are to be broken down so that if the sample were
screened on a 4. plate glass about 125 mm by 125 mm. white power and consists
essentially of calcium hydroxide. PREPARATION OF SAMPLE
(a) Break up any aggregations of particles in such a way as to avoid crushing any discrete
particles.
(q) A porcelain mortar.
(b) Weigh the sample to be tested and screen the sample on a 37. uncrushed particles would be retained.
3. about 300mm long.1 Lime
Lime used in laboratory investigations should be the same type from the same source of
supply or manufacture as the lime proposed for use in the field. a water bath equipped with a
snug-fitting lid and perforated metal false bottom with supports to provide a 50mm space below
the perforated plate.
(c) Thoroughly mix all material in the portion passing the 19.. engineers tri-square. 25mm wide and 3mm thick. and obtain by
quartering or riffling a portion of no less than 6000g of material for preparation of a pair of test
specimens. as regards accuracy.
4.
(d) Where the moisture content of the material is judged to be well below optimum. The upper bearing block of the machine shall have a spherical seat. such as
callipers. etc. quicklime and hydrated lime shall comply with Australian Standard 1672. preferably with a
bevelled edge.
(u) A compression testing machine of at least 60 kN capacity complying.5mm and 19mm AS sieve. When in doubt as to whether lumps
are to be broken.
39 | P a g e
. then discard material retained.
(p) A 300mm rule. Unless otherwise specified or
approved. approximately 180mm diameter.
(o) A steel straightedge.75mm AS sieve only discrete. 100 mL. overnight
curing may be required after initial addition of water. the material should be
broken further with a rubber pestle.
(r) Metal dishes. plaster of paris or orthopaedic plaster. approx. 225mm and 350mm diameter. PREPARATION OF ADDITIVES
4.
(s) A humidity cabinet capable of maintaining a humidity of not less than 90 per cent at a
o o
temperature within the range of 21 C to 25 C. A
rubber pestle should be used to avoid breaking down sound pieces of mineral matter. If slaking occurs.
(t) Materials and equipment for measuring and capping cylindrical test specimens.
Weigh. place some in water and boil. No preparation is required.0 mm AS sieve. This curing should be carried out before
the addition of the stabilising agent.1 – Limes
and Limestone: Limes for Building. mixing dish.

as described in Test Method NTTM 204. The magnitude of the reaction will depend on the amount of quicklime
present. Cement
should not be used for laboratory investigations after being stored for a period exceeding three
months. and consists
essentially of calcium oxide. if any. each of about 3000g mass. to the nearest 1g. from the sample
prepared in 3(c) above.
(d) Determine if directed.
Where the prescribed additive is quicklime.
Cements must be stored in sealed containers and protected from moisture until used. Weigh out this quantity of additive. Thoroughly mix. two portions. the material should be
ground to pass a 2.
(b) Take one of the 3000g portions. Materials should be compacted as soon as practicable after the
addition of cement and not later than 60-75min from mixing. Cement Modified.2.
(d) Clauses (e). as a percentage of the calculated dry
mass of the test portion. appropriate for the intended
compactive effort.1. Cover the mixture and allow to stand for 10-15 minutes.
(c) Hydrated lime – pozzolan mixtures are prepared by mixing the dry materials in the
desired proportions by mass and storing the mixture in an air-tight container protected
from moisture until used.
i. (f) and (h) do not apply when testing unstabilised materials. by quartering or riffling.
(g) Add sufficient water to provide optimum moisture content.1. thoroughly mixing the
materials to a uniform colour. Re-mix to break any lumps
that may have formed. based on the dry
mass of soil.
See Note 1 for safety precautions related to the use of quicklime. Determine its moisture content using a minimum 300g
sample in accordance with AS1289. Slaking will occur rapidly with
generation of heat.
40 | P a g e
.2 Cement
Cement used in laboratory investigations should be the same type from the same source of
supply or manufacture as the cement proposed for use in the field.
(h) Curing prior to compaction. Carefully mix as necessary.
4. TEST METHOD: NTTM 203. observing the
safety precautions set out in Note 1 of this test method.
(c) Determine the dry mass of the remainder of the 3000g portion to the nearest 1g. Unless supplied in ground form.
5. add a quantity of water equal to about two thirds of
the mass of the quicklime added to the material.36mm AS sieve and stored in an air-tight container and protected
from moisture until used.6 for the lime used in the laboratory
testing.1
(b) Quicklime is supplied as ground quicklime. crushed or pebble quicklime.
(f) Add the calculated amount of prescribed additive to the test portion.
(e) Calculate the required amount of the prescribed additive. PREPARATION AND CURING OF TEST CYLINDERS
(a) Obtain. the available lime expressed as calcium oxide and calcium
hydroxide. for the particular material and quantity of additive.

leaving not more than 5mm to be
struck off after removing the collar.
Make up a slurry of some of the excess material and trowel the slurry on the top surface of the
specimen to provide a smooth. the specimen should be discarded. Assemble the mould. e.
(i) Weigh the mould and record the mass (M2) to the nearest 5g.1
ii. The interior of the mould should be
oiled with a light application of oil. Cap the ends of cylinders which are:
i.
(r) Cure the specimens as specified.
(n) Level the compacted specimen to the top of the mould by means of the straightedge. taking care to ensure that the surface is plane
within 0. Bitumen Modified.
i.
(s) On completion of the period of curing.7kg rammer falling freely from a height of
300mm. immerse each test specimen in water at room
temperature for 4 hours. and/or.
(p) Carefully eject the compacted specimen from the mould. level surface. check
the moisture content as set out in Clause 5 (b). 7 days or 28 days.
(l) With a quantity of not less than 300 g from the excess mixed and moistened material. Standard Compaction. Allow to drain for 15 minutes.
ii.
(m) Free the material from around the collar of the mould assembly and then carefully remove the
collar. Stand the compacted specimen on a
filter paper in a dish and place in a humidity cabinet or suitable water bath.9kg rammer falling freely from a height of 450mm. Materials should be placed in sealed container and allowed to cure
overnight at room temperature. Modified Compaction. CAPPING OF TEST SPECIMENS
(a) Examine the condition of the surfaces of the test specimen. TEST METHOD: NTTM 203.
(q) Repeat processes 5 (b) to 5 (p) with the other 3000g portion to provide a duplicate specimen. More than 2° out of square from the axis. Compact the mixture into the mould in five approximately equal
layers not varying in compacted thickness by more than 5mm. at the
junction of layers.
6.
(j) Compact the mixture into the mould by the specified compactive effort.
41 | P a g e
. Subject each layer to 25
uniformly distributed blows of a 4. If cracking has occurred.
or
ii. Compact the mixture into the mould in three approximately
equal layers not varying in compacted thickness by more than 5mm.g.1 mm to avoid the need for capping. Materials should be compacted as soon as practicable after the
addition of the bituminous material.
(k) Use only sufficient material to slightly overfill the mould. Wipe off any excess oil. Subject each layer
to 25 uniformly distributed blows of a 2. Which have small depressions or other irregularities that would cause the load to be
applied over 90% or less of the surface area.
(o) Remove the base-plate and weigh the mould plus compacted specimen and record the mass
(M1) to the nearest 1g. Lime Modified.
iii. collar and
base plate and place the assembly on the rigid foundation. Patch
with smaller sized material any holes developed in the surface by removal of coarse material. The specimen should be covered by at least 10mm of water so that
entrapped air may escape.

(c) Apply the load continuously at a uniform rate of 0.
42 | P a g e
. as follows:-
w= A .10 + 0. with a thin layer of plaster. as follows:-
3
Dry Density = M3 x 0.5mm from two
diameters measured at right angles to each other near the centre of the height of the cylinder.M2)g
(b) Calculate the moisture content (w) of the test specimen as compacted. TEST METHOD: NTTM 203.
(b) Place the test specimen on the lower bearing block of the compression testing machine. Bring the upper bearing block to bear on the test specimen and ensure
that uniform seating is obtained.
8.1
(b) Cap the test specimen if required. COMPRESSION TESTING
(a) Determine the average diameter (Dm) of the test specimen to the nearest 0. CALCULATIONS
(a) Calculate the mass of the test specimen as compacted (M3).
C= mass of moisture tin. preferably orthopaedic plaster.
7. Record the load
at failure of the test specimen to the nearest 0.
A= mass of moisture tin + wet sample.
making sure that the vertical axis of the test specimen is aligned with the centre of thrust of the
upper bearing block.02 MPa per second.
(c) Calculate the dry density of the test specimen as compacted.
B= mass of moisture tin + oven-dry sample.5 kN.B x 100
B-C
Where w = percentage of moisture in test specimen. as follows:-
M3 = (M1 .1 t/m
100 + w
(d) Calculate the unconfined compressive strength of the test specimen as follows:-
UCS(MPa) = Load (kN) x 1000 = Load (kN) x 1273
2 2
Area(mm ) (Dm)
Where Dm = average diameter in mm.
(c) Allow the test specimen to stand at constant moisture content for one hour and then subject to
the compression test.

long
sleeved coats and gloves should be worn. compared with that obtainable with the
material as a whole.
3.
NOTES ON TEST
1.
4.
5. moist or dry after curing. as the average of the strengths of duplicate test specimens.
3 3
(e) Dry density of test specimens as compacted in t/m to the nearest 0. to ensure
adequate bonding between layers. TEST METHOD: NTTM 203.05 MPa.
(b) Additive content. and protective cream applied to the hands
and arms as required. Quicklime is especially dangerous to the eyes.
(h) Condition of specimens.
2. Safety glasses.
in MPa to the nearest 0. Potential problems
associated with volume increase on hydration are best highlighted during laboratory testing. before adding the next layer. Even small amounts of perspiration on the skin may react with quicklime and
cause skin burns. REPORTING
Report the following data for each pair of test specimens as appropriate: -
(a) Type and source of additive.
stressing the importance of using the same additive (of the same grading) as will be used in
the field. The exclusion of a large proportion of stone coarser than 19. It is therefore essential
that the specimens are kept moist during the curing phase. but care is required to protect the eyes when using hydrated
lime.
(j) Percentage of materials retained on 37. the specimen should be rejected.
(f) Period and conditions of curing.0mm may have a major effect on
the unconfined compressive strength determined.
(c) Moisture content at which specimens were compacted.5mm and 19mm AS sieves. when using quicklime in the laboratory.01 t/m .
(i) Unconfined compressive strength. the
resulting volume increase will cause compacted specimens to disintegrate.
Slightly scarify the top surface of the first and second layers.
10.
(g) Period of soaking. TECHNIQUES
The height of each layer should be checked with a gauge or rule to ensure that the layer is about
one-third (or one-fifth) of the height of the mould.e. Quicklime may be dangerous in the presence of moisture because of its highly caustic
nature.1
9. i. The chemical reactions producing cementitious compounds only take place in the presence of
moisture. Hydrated lime is relatively safe. If the final layer is more than 5 mm above the top
of the mould after removing the collar.
(d) Compactive effort applied.
43 | P a g e
. In some cases. Strength development ceases when the material dries out. The coarser particles of quicklime may hydrate slowly after compaction. Results from specimens which
have dried out during the curing phase should be treated with considerable caution.

This method describes a procedure for the quick determination of the cement content of fresh
mixtures of gravel or fine crushed rock and cement. This method is not appropriate for limestone. It
is based on the measurement of the heat of neutralisation of the cement. After preparation of a
calibration curve, results may be obtained within ten minutes of sampling.

(a) A representative sample of at least 40kg of the fine crushed rock/gravel to be used;
(b) A sample of about 1.5kg of the cement to be used.

5. REQUIRED INFORMATION

(a) The moisture content to be used in the material for the job i.e. percent mass per mass of dry
crushed rock/gravel;
(b) The job target cement content to be used in the material for the job i.e. percent mass per mass
of dry crushed rock/gravel.

6. PREPARATION OF BUFFER SOLUTION

One litre of buffer solution shall be prepared for each test and for each point on the calibration curve.

i. For each litre of buffer solution, 250g of sodium acetate, 240g of glacial acetic acid, and
about 500ml of potable water shall be mixed until all solids have dissolved;
ii. The solution shall then be made up to 1000ml with potable water.

44 | P a g e

TEST METHOD: NTTM 204.1

7. PREPARATION OF CALIBRATION CURVE

Six percentages of cement contents shall be chosen around the job target cement content. For
example, if the target figure is 2% cement, then percentages of 1.0, 1.5, 2.0, 2.5, 3.0 and 3.5 shall be
used.

For each of these percentages the following procedure shall be carried out:

i. The mass of crushed rock/gravel, cement and water shall be calculated so that the total mass
is 5000g (see Note 1). Start with the highest percentage of cement required for calibration (see
Note 2);
ii. The calculated mass of crushed rock shall be weighed into the plastic jar, and the cement and
water weighed into separate beakers;
iii. The cement shall be added to the crushed rock and the mix shaken;
iv. The water shall then be added and the mix shaken for exactly 2 minutes;
v. The thermometer shall be pushed carefully into the mixture and the temperature (A)°C shall be
read after 60 seconds;
vi. The measuring cylinder shall be filled to the 1000ml mark with the buffer solution, (see Note 2);
vii. The thermometer shall be placed in the solution and the temperature (B)°C shall be read after
60 seconds;
viii. The buffer shall be poured into the mix in the plastic jar and the mixture shaken for exactly 4
minutes;
ix. The thermometer shall be pushed carefully into the mixture and the temperature (C)C shall be
read after 60 seconds;
x. The temperature rise (DT) shall be calculated using the following equation:-

(a) A sample of the mix shall be obtained as soon as possible after mixing;
(b) For example, a shovel may be held under the pugmill where the mix pours into the truck or
storage hopper. The quantity of sample should be approximately 20kg. The sample shall be
split through the sample splitter until a 5kg sample is obtained;
(c) The subsample of 5kg shall be weighed into the plastic jar, and the temperature (A)°C
recorded after 60 seconds;
(d) The measuring cylinder shall be filled to the 1000ml mark with buffer solution, and the
temperature (B)°C recorded after 60 seconds;
(e) The buffer shall be added to the mix in the plastic jar, and the mixture shaken for exactly 4
minutes;
(f) The thermometer shall be carefully pushed into the mix and the temperature (C)°C recorded
after 60 seconds;
(g) The temperature rise (DT) shall be calculated as in section 7 (x).

45 | P a g e

TEST METHOD: NTTM 204.1

9. REPORTING

The cement content corresponding to the temperature rise shall be read from the calibration graph
and reported as a percentage, by mass of dry crushed rock/gravel, to the nearest 0.1%.

NOTES:

1. Example of calculation of mass of crushed rock/gravel, cement and water.

For Cement Content 2% and Moisture Content 8%.

Let mass of crushed rock/gravel = x g

then mass of water = 8x = 0.08 xg
100g

and mass of cement = 2x = 0.02 xg
100g

Total mass = xg + 0.08xg + 0.02xg = 1.10xg

Therefore 1.10xg = 5000g

Therefore mass of crushed rock/gravel x = 5000 = 4545.5g
1.1g

and mass of water = 0.08xg = 0.08 x 4545.5 = 363.6g

and mass of cement = 0.02xg = 0 0.02 x 4545.5 = 90.9g

2. For high percentages of cement (about 3.5% and above), the rock/gravel, cement and buffer
mixture may gel into a solid mass, thus preventing proper mixing. If percentages above 3.5
are expected, then 1500ml of buffer solution should be used instead of 1000ml, for all
calibration points and tests.

46 | P a g e

as necessary.
(g) Sieve brushes.
(d) Screen the sample on a 4.36mm A. the material should be
broken further with a rubber pestle.
(f) Mixing apparatus such as a trowel. and quartering apparatus such as metal plates
400mm by 125mm and 200mm by 25mm.
4. 9.75mm A. sieves.
(m) Beakers 250ml. This information may be applied in the
determination of suitable additive contents in soil modification and stabilisation investigations. capable of maintaining a
temperature not exceeding 50°C. to provide an amount sufficient to
yield not less than 500g of material passing a 4. sieve. dry the sample in
an oven at a temperature not exceeding 50°C.75mm A.
(j) A thermostatically controlled oven with good air circulation.
47 | P a g e
. place some in water and boil.0mm and 9.S.0mm. spatula.
(i) Sample dividers (riffle boxes) with appropriate size openings (optional).
3. screen the sample on a 19.
(l) A pH meter with a scale accurate and readable to 0. TEST METHOD: NTTM 204.
2.
(h) A porcelain mortar.
(b) Freshly boiled distilled or de-ionised water. REAGENTS
(a) A quantity of fresh hydrated lime. PREPARATION OF THE SAMPLE
(a) Allow the sample to dry sufficiently to enable it to be crumbled. To facilitate this operation and to avoid
overloading of sieves. sieve prior to
separation on a 4.
(b) Break up any aggregations of particles in such a way as to avoid crushing any discrete
particles. All aggregations of particles are to be broken down so that if the sample were
screened on a 2.S. sieve. If necessary.
(c) A balance of at least 500g capacity accurate and readable to 0.75mm A. SCOPE
This test method sets out the procedure for the determination of the approximate percentage of
hydrated lime required to saturate a soil or gravel.S.1 pH unit complete with alkaline-type
electrodes. When in doubt as to whether lumps
are to be broken.5
DETERMINATION OF THE LIME SATURATION POINT OF STABILISED MATERIALS -
pH METHOD
1. sieve.1g within the operating range. preferable cabinet type.
(e) A mixing and quartering tray.
(k) Desiccators.
(d) Metal dishes. only discrete uncrushed particles would be retained.
(b) A balance of at least 1kg capacity accurate and readable to 0. approximately 100mm.S. sieve. A
rubber pestle should be used to avoid breaking down sound pieces of mineral matter.
(c) Reduce the sample.75mm A.
Adhering material should be brushed from coarse pieces.50mm A.01g within the operating range.S. 178mm diameter with porcelain and rubber pestles. 225mm and 350mm diameter.50mm and 4.
(n) Rubber-tipped glass stirring rods.S. by quartering or riffling. APPARATUS
(a) 19. If slaking occurs.

REPORTING
(a) Report the available lime content (expressed as calcium hydroxide) of the lime used in the
laboratory investigation.
(l) If the pH of the sub-sample with the highest percentage of added lime does not equal the pH of
the lime-water mixture.
48 | P a g e
.75mm sieve.
(i) After 10 minutes remix each beaker for a further one minute and repeat this procedure six
times. including that containing
soil only. Remix as in (i) above keeping the beaker
covered between mixes. TEST METHOD: NTTM 204. needed to saturate the whole soil.
(m) Prepare a graph of pH versus percentage by mass of lime added to the soil.
6. Ensure that all of the material in each
beaker is uniformly mixed (ie.
(g) Add 100ml freshly boiled distilled or de-ionised water to each beaker.
(b) Calculate the percentage of material (P) passing the 4. determine the pH
of the soil-water mixtures after completion of the last mixing in (i) and (j) above. varying the lime content so
that the final pH is at least equal to that of the lime-water mix. make up a further mixture of soil plus lime. This is
the point of intersection of the pH versus added lime graph and the line of pH of the water-lime
mix.
7. CALCULATIONS
(a) Determine from the graph the percentage of lime (L1) required to saturate the sample.
(j) Place 4 g of hydrated lime in a 250ml beaker and add 100ml freshly boiled distilled or de-
ionised water and mix vigorously for two minutes.5
5.6.
(c) Weigh each sub-sample and record its mass.
(f) Thoroughly mix the lime into the soil in each of the sub-samples and transfer the soil-lime
mixtures to 250ml beakers. Draw in the line
of pH corresponding to the pH of the water-lime mix.
(b) Report to the nearest 0. in
accordance with the procedure described in Test Method: NTTM 204. all the material has been wetted).5% the percentage of lime. PROCEDURE
(a) Determine the available lime content of the lime to be used in the laboratory investigation.
(c) Calculate the percentage of lime (L2) needed to saturate the whole soil as follows:-
L2 = L1 x P
100
NOTE: This then represents the mid-point of the range of lime percentages to be used in
stabilisation investigations.
(d) Place one sub-sample in a 250ml beaker. by mass.
(e) Add a quantity of hydrated lime to each of the other sub-samples so that the proportion of
hydrated lime varies from sub-sample to sub-sample by 1% by mass.
(h) Stir each beaker of material vigorously for 1 minute.
(k) Using the manufacturer's instructions for the particular pH meter being used.
(b) Quarter the sample of soil obtained in 4 (c) above to yield eight sub-samples of approximately
50g each.

49 | P a g e
. TEST METHOD: NTTM 204. TECHNIQUE
In cases where the pH of the lime-soil mixes will not attain the pH of the water-lime mix. take L1 to be
equal to the percentage of lime where the graph of pH versus lime-content reaches a plateau.5
8.

3. This solution should not be kept for more than 2 days. Dissolve 0. volumetric flasks."Quantitative Inorganic Analysis")
CAUTION: Hydrochloric acid is corrosive. Add several drops of
phenolphthalein indicator solution. Testing should
be carried out as soon as possible.
(c) Indicator: (4 per cent phenolphthalein).
CAUTION: Quicklime is very corrosive in contact with moisture. Standardise against sodium carbonate or borax (an
example of a procedure is given in Vogel .6
AVAILABLE CALCIUM OXIDE OR CALCIUM HYDROXIDE IN LIME
1. etc. Avoid breathing the
dust when crushing and sieving by wearing a face mask.1 M NaOH solution dropwise while stirring
until a faint pink colour persists. Always add acid to
water.
(d) Hydrochloric Acid Solution (0. NEVER the reverse.
(b) Sodium Hydroxide Solution (0. handle with care.
50 | P a g e
.
Dissolve 100g sucrose in 200mL of CO2 . eyes and clothing.
4. Titrate with 0.1M). Safety glasses must be worn.
(c) 300µm AS sieve.
2. TEST METHOD: NTTM 204. take a representative sample and crush as rapidly as possible to a size
passing a 300 um AS sieve and place in a sealed container until required for testing.005g. SCOPE
This test method sets out the procedure for determining the available calcium hydroxide (Ca(OH) 2) or
calcium oxide (CaO) in hydrated lime or quicklime respectively. APPARATUS
(a) Laboratory glassware including pipettes.
(d) Hot Plate.
Dissolve 4g of dry phenolphthalein in 100mL of 95% ethanol. Safety glasses must be worn.
wash off immediately with water. If the solution is spilt.
CAUTION: Sodium Hydroxide is very alkaline and corrosive and can cause severe
burns.
(b) A balance of suitable capacity with a limit of performance of 0.4g NaOH in water and dilute to 100 mL.5M). burettes. Dilute 50mL of concentrated AR hydrochloric acid with
water to 1000mL in a volumetric flask. Avoid contact with skin.free distilled water. REAGENTS
(a) Sucrose Solution. SAMPLE PREPARATION
In the case of quicklime.

5 are to be rounded up.
(b) Source of lime.
7. swirl and let stand for 10 to 20 minutes.5 are to be rounded up. PROCEDURE
(a) Accurately weigh about 0. CALCULATIONS
(a) As calcium hydroxide.5g of the sample passing 300µm AS sieve and carefully add to a
250mL Erlenmeyer flask containing 10mL of cold CO 2 . stopper the flask loosely. add 4 to 5 drops of indicator and titrate rapidly (in the original flask) with the
hydrochloric acid solution.6
5. Values of 0.037 x T x M x 100
w
(b) As calcium oxide. and place in a cold water bath to cool to
room temperature. When the first complete disappearance of the pink colour is noted.
(d) Add 60mL of sucrose solution.
(c) Remove from the hot plate.
6.
Percent of lime = 0. available lime expressed as calcium oxide rounded off to the nearest whole
number. Swirl the flask and boil actively for 1 minute for complete
slaking.
(f) Repeat Procedure (a) to (e) with a second sub-sample of lime.
(e) Remove stopper.028 x T x M x 100
w
Where T = volume of acid used to titrate the sample (mL).
(c) For quicklime.
Percent of lime = 0. Stopper the flask.
read the end point. REPORTING
Report the following:
(a) Type of lime tested. remove the stopper and immediately add 50mL of boiling CO 2 -
free distilled water to the flask. TEST METHOD: NTTM 204.free distilled water and immediately
stopper the flask.
(c) Calculate the available calcium oxide or calcium hydroxide to the first decimal place and take
the mean of the two determinations.
M = molarity of the acid used. available lime expressed as calcium hydroxide rounded off to the nearest
whole number. proceed to Procedure (d). When testing hydrated lime.
swirling at 5 minute intervals.
51 | P a g e
.
W= mass of sample (g).
(d) Or for hydrated lime. Values of 0.
(b) Place the flask on a hot plate.

4. Ensure that the wheels of the mechanical spreader will not touch
the tray.
53 | P a g e
.
(b) Galvanised iron trays. CALCULATION
(c) Calculate rate of spread of lime or cement (R).
2. as follows:-
2
R = M kg/m
300
where M = mass (in grams) of material retained on tray. APPARATUS
(a) A balance of 10kg capacity. PROCEDURE
(a) Place the metal tray on the pavement to be modified or stabilised with its long side parallel to
the edge of the pavement. SCOPE
This test method sets out the procedure for determining the rate of spread of lime or cement used in
soil modification or stabilisation. as required.
3. REPORTING
2
Report the rate of spread of lime or cement to the nearest 0. accurate and readable to 1g within the operating range. This procedure is only applicable where the lime or cement is
spread by means of a mechanical spreader.01kg/m . with internal measurements 1. TEST METHOD: NTTM 204.
(b) Remove the tray immediately after the spreader has passed over the tray and record the mass
of the lime or cement retained in the tray to the nearest 1g.
5.7
RATE OF SPREAD OF LIME OR CEMENT
1.000mm x 300mm with sides
approximately 40mm high.

8
STABILISER DISTRIBUTION
1. for
vertical distribution of stabiliser.
(c) Stabiliser Content of top half.
3.
2. (Top half and bottom half). REPORT
Report the following for each test location:
(a) Location. in accordance
with the relevant Northern Territory Test Methods or Australian Standards. select three evenly spaced test locations across the run. TEST METHOD: NTTM 204. PROCEDURE
Determine the Stabiliser Content of both the top half and the bottom half of the layer. SCOPE
This method describes the procedure for the determination of the vertical and/or horizontal
distribution of stabiliser content for the full thickness of pavement layers.
4.
(d) At each test location divide the thickness of the layer into 2. PREPARATION
(a) Determine the thickness of the pavement in accordance with NTTM 216.
(b) Select test sites as necessary in accordance with NTCP 103.1.
(c) At each test site.1.
(b) Layer thickness.
(d) Stabiliser Content of bottom half.
54 | P a g e
.

gravel or
crushed rock material modified or stabilised in the laboratory by the addition of cement using modified
compaction. of the sample prepared in 3(d) above.
(b) Break up any aggregations of particles in such a way as to avoid crushing any discrete
particles. to provide not less than 5000g of material for each cement content. the material should be
broken further with a rubber pestle.0mm AS sieve.
(c) Assemble the mould. TEST METHOD: NTTM 205.
(b) Weigh the mould and record the mass (M2) to the nearest 5g.
3. two 2500 g portions. If slaking occurs. as necessary.
(d) Steel bristle wire brush with 30mm minimum length bristles.5. a water bath equipped with a snug
fitting lid and perforated metal false bottom with supports to provide a 50mm space below the
perforated plate.75mm AS sieve.2. Alternatively.
(c) Water bath.
(d) Thoroughly mix all material passing the 19.
(c) Screen the sample on a 19.1. only discrete uncrushed particles would be retained. A
rubber pestle should be used to avoid breaking down sound pieces of mineral matter. place some in water and boil.
5. CEMENT
(a) Cement used in laboratory investigations should be the same type from the same source of
supply or manufacture as the cement proposed for use in the field. When in doubt as to whether lumps
are to be broken. All aggregations of particles are to be broken down so that if the sample was
screened on a 4.
55 | P a g e
. by
quartering or riffling. dry the sample at
a temperature not exceeding 50°C. collar and base-plate and place the assembly on the rigid foundation.
2. PROCEDURE
(a) Obtain.
Adhering material should be brushed from coarse pieces.0mm AS sieve. APPARATUS
(a) As described in AS1289. If necessary.
(b) Cement should be stored in sealed containers and protected from moisture until used.CEMENT STABILISED MATERIALS
1.
Cement should not be used for laboratory investigations after being stored for a period of three
months or longer. by quartering or riffling. PREPARATION OF SAMPLE
(a) Allow the sample to dry sufficiently to enable it to be crumbled. Discard material retained. and reduce.1
DURABILITY .
4.
(b) A humidity cabinet capable of maintaining a humidity of not less than 90 per cent at a
temperature within the range of 21°C to 25°C. SCOPE
This test method sets out the procedure for the determination of the durability of soil.

1
(d) Take one of the 2500g portions and determine the mass to the nearest 1g. CALCULATIONS
(a) Calculate the mass of compacted material (M) after compaction.
6. Screen on a
4. calculated as a percentage of the dry mass of the sample
determined in 5 (d).
(e) Add the required amount of cement. Patch with
smaller sized material any holes developed in the surface by removal of coarse material. sieve and thoroughly mix the dry
materials to a uniform colour.
(p) Weigh SPECIMEN 1.S.
(s) On completion of the 12 cycles dry the cylinders to constant mass (M4) at 105°C to 110°C and
determine the moisture content (w) of each specimen. On removal from the
water the cylinders shall be weighed to nearest 5g and the height and diameter measured to
the nearest 5mm to obtain the volume. Free the material from around the collar and then carefully
remove the collar. Cover the mixture and allow to stand for not
less than 5 minutes but not more than 10 minutes. Add water to
bring the sample to its optimum moisture content.
(q) Abrade SPECIMEN 2 with two firm strokes with a wire bristled brush on each part of the side
and ends of the cylinder. Thoroughly remix the material.
(m) Immerse the cylinders in a water bath at room temperature for 5 hours.
(l) Repeat processes (b) to (j) for the other portion. Incorporate the
saturated surface dry material retained on the 4.75mm A. sieve shall be soaked for at least
one hour and then surface dried. Approximately 18 to 20 vertical strokes are necessary on the side and 2 are
required on each end of the cylinder.S. TEST METHOD: NTTM 205. All material retained on the 4.
(g) Use only sufficient material to slightly overfill the mould leaving not more than 5mm to be
struck off after removing the collar.
(h) Level the compacted material to the top of the mould by means of the straightedge. sieve. to the material passing the 4.
(i) Remove the base-plate and weigh the mould plus compacted material and record the mass
(M1) to the nearest 5g.
(n) Place the cylinders in an oven at 65°C to 70°C for 42 hours.
(k) Cure the specimens for 7 days from the time of compaction at not less than 90 per cent
humidity at a temperature within the range of 21°C to 25°C. measure the diameter and height and determine moisture content and
volume changes.75mm A.
(r) Repeat the procedure set out in (m) to (o) for another 11 cycles. Weigh the specimen after abrasion and compute the
loss in mass as a percentage of the original mass.
(o) Remove the cylinders from the oven.M2) g
(b) Calculate the change in volume of SPECIMEN 1 (as a percentage by volume) as follows:-
V = 1000 – V12
10
56 | P a g e
.75mm A. as follows:-
M = (M1 .
(j) Carefully extrude the sample from the mould. sieve and remix. One cylinder (SPECIMEN 1) shall be used in
subsequent testing for volume and moisture content changes and the other cylinder
(SPECIMEN 2) shall be used in subsequent testing for loss by abrasion.
(f) Compact the mixture into the mould at the optimum moisture content for the specified
compactive effort.S. Add a small quantity of water (approximately 5 per cent by mass
for sandy or gravelly materials and 8 per cent for clayey materials) and mix.S. The brush shall be applied to the full length and breadth of the
specimen.75mm A.
(t) Repeat the procedure for each of the specified cement contents.

such as steel plates.750mm.Three circular steel bearing plates.01mm.
2. If a pressure-
measuring device is to be interposed between the jack and the reaction. APPARATUS
The apparatus shall include the following:
(a) Loading Platforms or Bins.
Prior to loading. it should be equipped with a pressure
gauge capable of recording the jack load to an accuracy of + 2 per-cent and should be recently
calibrated with the jack to ensure an accuracy of + 2 per-cent for the assembly. etc. .The selection of representative test areas to be based on the results
of exploratory borings and on the design requirements of the structure.
(e) Miscellaneous Apparatus. TEST METHOD: NTTM 211. capable of measuring settlement of the
test plates to an accuracy of at least 0. including columns. and a device for measuring the force exerted by the jack.. . loading column and jack. . or equivalent means of supplying the total load reaction anticipated.1
PLATE BEARING TEST
1. and
takes into account only part of the effect of time. it should be capable
of recording the load with an accuracy of at least + 2 per-cent. . that are
to be placed on the test area prior to the application of load increments. the load test should be made at the elevation of the proposed
footings and under the same conditions to which the proposed footings will be subjected. the soil in the area should be pre-wetted to the desired
extent to a depth not less than twice the diameter of the largest bearing plate. of sufficient size and strength to supply the estimated total load
required. at points as far removed from the test area as practicable. at the moisture conditions as found. or other
suitable means.
(e) Dead Load.At least three test locations shall be required. The total load
required for the test shall be in place before the test is started.
(c) Bearing Plates.
59 | P a g e
.
(b) Hydraulic or Mechanical Jack Assembly of sufficient capacity to provide the maximum
estimated load on the largest plate for the specific soil conditions involved. such
as confined or unconfined footing.All equipment used. test pits and areas should be protected against moisture changes in the soil
unless it is expected that wetting of the soil will occur at some future time. or as may be altered by
possible future wetting. This test is only a part of the necessary procedure for soil investigation for foundation design. and the distance between test
locations shall be not less than three times the diameter of the largest plate used in the tests.
(d) Loading Platforms. In this case. not less than 25mm in thickness and
varying in diameter from 200 . PREPARATION FOR TESTS
(a) Selection of Test Areas. steel shims. (See Note 1)
3. or other settlement-recording devices. .
(b) Unless otherwise specified.
It gives information on the soil only to a depth equal to about two diameters of bearing plate. and other construction tools and
equipment required for preparation of the test pits and loading apparatus. If a hydraulic
jack is used without other force measuring device.
(c) Test Pits. including the minimum and maximum diameter
specified. but not less than 50
tonnes in any case. as in the case of
hydraulic structures. shall be weighed and
recorded as dead load.The loading platforms or bins shall be supported by cribbing. SCOPE
This method covers the estimating of the bearing value of soil in place by means of field loading
tests.
(d) Dial Gauges.

the test should be continued until the total
accumulated settlement is not less than 25mm. in general.
NOTES ON TEST:
1. These should be agreed before the commencement of the tests. fluctuation. depending on job conditions. After completion of observations for the last
load increment. and.
 Irregularity in routine procedure. The reference
beam supporting the dial gauges or other settlement . . Other loading and unloading sequences may be adopted to suit the particular
requirements of the project. . while the load is being held constant. can permit considerable
latitude in details within the specific requirements noted above and outlined in the following test
procedure. but any time interval so selected shall be
maintained for each load increment in all tests of any series.Measure the settlement by dial gauges or other devices that will
supply measurements accurate to 0.5m.
(b) and apply it in such a manner that all of the load reaches the soil as a static load. Measurement of Settlement. as prescribed in
Section 4. as will
provide not less than six settlement measurements between load applications.
3. or eccentricity. Testing assemblies may vary widely. a record shall also be made of all associated conditions and observations pertaining to the
test. If sufficient load is available.Continue each test until the settlement has definitely become
progressive and the rate of settlement or load has increased beyond the capacity of the testing
apparatus.
(c) Time Interval of Loading . Termination of Tests. without
impact.recording device shall be independently
supported as far from load application as practicable. 1. RECORD OF TESTS
In addition to the continuous listing of all time. testing requirements.
 List of Personnel. and
equipment available.After the application of each load increment. and preferably not less than 2. including the following:
 Date. TEST METHOD: NTTM 211.Apply the load to the soil in increments of not more than 100kN/m or of not
more than one-fifth of the estimated bearing capacity of the area being tested.
60 | P a g e
. release this applied load in steps and continue recording dial readings until
there is no further elastic rebound for a period that is at least equal to the selected time
interval.
Make settlement measurements as soon as possible before and after the application of each
load increment. PROCEDURE
2
(a) Load Increments. Accurately
measure each load. The testing assembly and program of testing should be planned in
advance and approved by the supervising engineer. load and settlement data for each test.01mm and keep a continuous record of all settlements. and at such equal time intervals.
2. . and. maintain the cumulative
load with no more than negligible variation for a selected time interval of not less than 1 hour.
 Weather conditions.1
4.
5.
Other longer time intervals may be determined by maintaining the load until the settlement has
ceased or the rate of settlement becomes uniform.
A typical assembly for conducting load tests is illustrated in Fig.

1
61 | P a g e
.TEST METHOD: NTTM 211.

by a standard
ball under the impact of a standard load. Place the circular tripod around the ball.2 Measurement using the circular tripod.
d) Cumulative dial gauge [50mm travel 0.3 (ii) to (vii) at least ten times on each sub-lot and average the result.
2. The results may be used to
estimate the likely embedment of sealing aggregate into the road under service conditions. as 3. Divide the total accumulated depth of penetration by the number of sites tested to give
the average ball penetration. Repeat steps (ii) to (iv) on at least ten sites on each sub-lot.
vii.
Two alternative methods of measurement of embedment are given]. APPARATUS
a) Standard marshal compaction hammer. RECORD. and obtain a total
accumulated depth of penetration for all sites. cross-bar and dial gauge:
i. Select a typical sub-lot representative of the road surface to be sealed.
ii.
3. Rest the base of the compaction hammer on the ball and apply one blow of the falling
weight then remove hammer and ball.
iii. and take an initial reading of the gauge to
locate the level of the top of the ball. which is to be sealed. Record the temperature of the road surface for each set of readings. as 3.01mm units].0mm steel ball bearing. Rest the base of the compaction hammer on the ball and apply one blow of the falling
weight. Record the temperature of the road surface for each set of readings.1 (ii). Remove the cross-bar and dial gauge leaving the circular tripod in place to provide a
fixed reference level. PROCEDURES
3.
3.
vi.
iv.
iv.
ii. RECORD. TEST METHOD: NTTM 215.
c) Thermometer graduated in c [0-100]c. Repeat steps 3.1
STANDARD BALL PENETRATION TEST
1.
vii. SCOPE
This test method describes the penetration of a road surface. so that the foot of the dial gauge or vernier
callipers on the cross-bar touches the top ball.
iii.
62 | P a g e
.
v. RECORD.
b) 19.
vi. and the measurement of the embedment that takes place. Site the standard ball randomly on the sub-lot.1 (i). Place the cumulative dial gauge in position and register the depth of the penetration.
v.1 Measurement with the cumulative dial gauges:
i.01mm units] or vernier callipers. Record the difference between the first and second readings as the ball penetration.
ix. Remove the hammer and place the cross-bar and gauge back in position and take a
reading of the level of the top of the ball. or circular tripod with a movable cross-bar
and dial gauge [0.
viii.

TO MODIFY THE TEST METHOD FOR QUICKER RESULTS AND EASIER FIELD WORK YOU
CAN:
1. TEST METHOD: NTTM 215.04mm/C.
2.
[This method is much quicker and is just as accurate]
63 | P a g e
.K [Tt . datum x-bar and depth gauge.
Where Pen Ts = penetration depth at standard summer road surface temperature for region [mm].
Pen Tt = penetration depth at the time of the test [mm].
K = temperature susceptibility of penetration [mm/C] = 0. Instead of using the reference ring.
Tt = temperature of the road surface at the time of test [C].3 Temperature correction of the ball penetration of bitumen surfacings
Correct the average ball penetration of bituminous surfacings from the penetration of the surface at
the temperature of test to the temperature most prevalent in the summer months using the following
formula:
Pen Ts = Pen Tt .1mm. use a tyre tread
gauge to measure the indentation that the ball makes.Ts]. REPORTING
Report the Pen To to the nearest 0.
4. Bronze the ball on the bottom of the marshal hammer.
Ts = Standard temperature of road for region [C].1
3.

subgrade and
pavement layers using direct measurement. The hole dimensions
should be such that the sides of the hole can be clearly seen. pick. TEST METHOD: NTTM 216.
 Chainage.
2.
4.
(c) Place the straightedge on the road surface so that it spans the excavated hole (Note 1).
(b) Rule or metal tape graduated in millimetres.
 Material Type.
(c) Straightedge to span the hole.
TABLE 1
FOR LAYER THICKNESS REPORT TO NEAREST
M mm
<0.5 to 1 10
>1 20
(b) The following information may also be reported:
 Road Name or Number.
3.
 Transverse Position. scoop. If the layer interface is irregular select
a point such that the amount of upper and lower material below and above the point
respectively. PROCEDURE
(a) Select a sample site. A nail may be used or the pointer may be integral with the rule (optional). repeat Procedure (d) to determine the distance to each
layer interface from the lower edge of the straightedge and calculate the layer thicknesses by
subtraction. REPORTING
(a) Report the layer thickness for each layer in accordance with Table 1.1
MEASUREMENT OF LAYER THICKNESS
1.
(d) Measure the distance between the lower edge of the straightedge and the lower surface of the
layer (Note 2) to be measured and record the distance.
(b) Excavate a hole to a depth at least 10mm below the lower surface of the layer to be measured.
64 | P a g e
.5 5
0. are approximately equal. eg auger.
 Date of Test. SCOPE
This method describes the procedure for the determination of the thickness of fill.
(e) Where there is only one layer.
The lower surface may be indicated by a change in texture or colour. the distance measured is the layer thickness.
(d) A pointer. APPARATUS
(a) Excavation tools.
(f) Where there is more than one layer.

The straightedge should be resting on undisturbed surface. TEST METHOD: NTTM 216.
2.1
NOTES
1. Where the process of excavation
has disturbed the surface around the hole this material should either be removed or tamped
back into position to ensure the straightedge is at the correct level.
65 | P a g e
. A pointer may be used to indicate to lower surface of any layer to reduce errors due to parallax.

TEST METHOD: NTTM 217. The following minimum sample
masses are required:
Nominal Maximum Particle Minimum Mass of Sample for
Size Sieving
mm kg
150 125
200 250
300 500
350 550
600 1. hard.
3.
(e) Shovels. 300mm. The method is applicable to Soil. Sampling shall be carried out with the utmost care and integrity by properly trained
personnel. the true nature of the main body of material from which they were
drawn. Sampling shall be conducted by means which ensure that the samples represent.
2. level and durable area suitable as a field work area.000 3.
(b) Power Equipment eg. SAMPLING PROCEDURE
3. APPARATUS
(a) Large Sieves.
3. SCOPE
This Test Method sets out the procedure for the determination of the Particle Size Distribution of
materials which contain particles sizes greater than 150mm.
(h) Templates for 1. as
far as practicable.
ii.
(f) Tape Measure. 600mm. Rock.1 General Considerations
i.2 Sample Size Requirements
A bulk sample of sufficient size is required so that the accidental exclusion or inclusion of a
single large particle will not significantly affect the result.S. 350mm. Brushes.
(c) Platform Scales. Backhoe.
(i) Calibrated Weighbridge.750
66 | P a g e
.
(j) Prepared clean.000mm.1
SAMPLING AND TESTING OF OVERSIZE MATERIALS (>150mm)
FOR PARTICLE SIZE DISTRIBUTION
1.
(g) A. Sieves. Excavator or Front End Loader.450
1.
Aggregates and RipRap.
(d) Bins and Buckets as applicable. 200mm and 150mm sizes.

S. levelled and quartered to
obtain a sub-sample of minimum mass 125kg for minus 150mm material or 250kg for minus
200mm material.
3. e.1. If large and unmanageable particles are encountered (i. 1.2. Avoid segregation of the material. The minus 200mm material may be sieved over a 125mm A.
(e) When all five (5) increment samples are in place. to facilitate weighing.6.
(c) For the next sample increment remove one (1) bucketful of material from the next
sampling location and place in a heap on top of the first increment point and level the
top of the heap. Place this material in a heap on a clean
hard level surface and level the top of the heap. sieve to
obtain a sub-sample of minimum mass 125kg. 300mm. large boulders may be split up using
a sledgehammer. use the
power equipment to remove a bucket full of material. each on top of the previous.
(f) Separate the oversize material (>150mm or >200mm). 350mm.
2.1. large boulders) these particles shall
be re-loaded on to an appropriate vehicle and transported to the calibrated weighbridge as
described in Section 4 (a).6. etc.
(c) Determine the gross weight of the vehicle transporting the sample transporting the sample
from the source area to the proposed work area at a calibrated weighbridge. REPORTING
Report in accordance with AS 1289.
(g) The remaining sample (minus 150mm or 200mm) shall be mixed.3. to satisfy the requirements specified in
Section 3.
(d) Determine the total mass of the sample. Alternatively.
(b) Using power equipment remove one (1) bucketful of material from a fresh exposed
face of the stockpile (first increment sample).3.000mm. 600mm. (c) and (d) above.3 Stockpile Sampling Aided by Power Equipment
(a) Randomly select five (5) increment sample locations from around the stockpile. Ensure that ground level materials do not contaminate samples when obtaining the samples
from the stockpiles.
(b) Retrieve a representative sample from the source area by means of appropriate power
equipment. Discard this bucket full to
remove bias associated with possible segregation in constructing the sample heap. Photographs should be obtained of the stockpile and test sample for inclusion in the report.1
3.
NOTES ON TEST:
1. This may be
performed using templates of appropriate sizes.
(h) The sub-sample shall be tested in accordance with AS1289.g. TEST METHOD: NTTM 217. Ensure that the sample obtained for testing visually represents the subject stockpile material.
67 | P a g e
.
5.
(f) From the remaining material in the levelled heap obtain a sample of sufficient size
(representative of the material under test).
(e) Transport the sample to the prepared work area or laboratory and place it in a heap. jackhammer or other suitable means.
4. Details of such
activity are to be recorded.
(d) Repeat Step (c) for the remaining sample increments. weigh and record the mass of the
retained particles for each sieve size given in the applicable job specification.e. TESTING PROCEDURE
(a) Determine the tare weight of the vehicle that will transport the sample from the source area to
the prepared work area at a calibrated weighbridge.
4.

retained 9. low temperature 55°C to 60°C
.complying with the requirements of AS 1289.of suitable capacity to allow the sample to be immersed in testing fluid and
covered by a depth of at least 15mm as per Procedure 5(e).
4. Sieve the sample using a 9.
(c) Count and record the number of rock pieces retained on the 9. either by hand or mechanical shaker. It provides information to assist in
assessing the soundness of rock spalls or aggregates when used as protection rock. The sample shall be covered by a depth of at least 15mm and kept at
room temperature.
(ii) Sieves .2
WET DRY CYCLE (DURABILITY) TEST (MINUS 100mm SIZE)
1.
(iv) Metal trays .
3.5mm sieve. Thermostatically controlled to operate
at the following temperatures:
.0. allow it to cool to room temperature and immerse again in
the testing fluid.3. Discard all
material passing the 9. and accuracy of 5g. SCOPE
This method describes the standard laboratory procedure for determining the resistance of rock
spalls or aggregate to repeated soaking and drying cycles.5mm sieve (m2).
Weigh and record the mass retained on the 9.
(v) Sledgehammer . APPARATUS
(i) Oven .
69 | P a g e
. complying with AS 1152.5mm sieve. Discard all material passing
the 9. PREPARATION
The sample shall be broken down by sledgehammer to produce approximately 20kg of well graded
aggregate passing the 100mm sieve.
(iii) Balance .of adequate capacity. If significant breakdown has occurred then dry to constant mass at a
o o
temperature between 105 C to 110 C(see Note 5). armour rock or
riprap subject to exposure and weathering action.5mm sieve.5mm sieve.2 (Sampling of Rock Spalls. Dry the sample to constant mass at a
temperature between 105°C to 110°C. SAMPLING
By AS 1141. high temperature 105°C to 110°C. drain the sample. PROCEDURE
(a) Thoroughly wash (with potable water) approximately 20kg of the sample over a 9.5mm sieve (see Notes 1 and 2). Repeat the process of alternate immersion and drying until five cycles have
been completed.
(e) Place the sample in a metal tray/s and immerse the sample in the testing fluid for 16 to 72
hours (see Note 4).
2.(of suitable weight) or crusher. TEST METHOD: NTTM 302.
(b) Sieve the sample over a 9. Boulders and Drill Core).as required.
Discard all material passing the 9.5mm sieve.5mm sieve (see Note 3).5mm sieve.
(g) Remove the sample from the oven. (m1) to an accuracy of 5g. Place the sample in the low temperature
drying oven for 16 to 72 hours.
5.5mm sieve.
(f) At the end of the immersion period.
(d) Weigh and record the dry mass retained on the 9.
(h) Inspect the sample.

continue
sieving until the mass passing the sieve in 1 minute is less than 1 percent of the mass of
material retained on the sieve.5mm sieve (m2).
seawater.
5. a total of
20 cycles).5mm sieve
expressed as a percentage of the original dry mass at the start of the test.5mm sieve. Weigh and record the mass
retained on the 9. dry the sample to constant mass at a temperature between
o o
105 C to 110 C.
70 | P a g e
. disintegration or other breakdown
of the rock mass or rock substance. Sieving may be done by hand or with a mechanical shaker.
NOTES ON METHOD:
1. but may be natural ground water.
disintegration or other breakdown of the rock mass or rock substance.
8. The testing fluid is usually tap water at room temperature. In the case of mechanical sieving.2
(i) Repeat the process of alternate immersion and drying for a further fifteen cycles (i. REPORT
The percent passing (WDD) shall be reported to the nearest 0. Information gained from this test shall be used as a guide for determining the acceptability of
aggregate for use as protection rock and/or riprap.
7. a dilute acid with a dispersing agent as appropriate to the anticipated environment of
the rock.1 percent and shall be reported with
the number of cycles. The test is terminated after a total of twenty cycles.5mm sieve of 5% or more. that is readily apparent visually and which results in a
percentage passing the 9. determine the minimum
sieving time by comparison with hand sieving.
2. A well graded aggregate has a continuous distribution of grain sizes from the 100mm size to
the 9. PRECISION
Results obtained by one operator using the same equipment in repeat tests on different samples
drawn from a single bulk sample should not vary by more than ten percent. Significant breakdown is defined (for the purpose of this test) as any flaking.
6.5mm sieve. Care shall be taken when breaking down rock spalls with the sledgehammer not to unduly
fracture the material. repeat step (h) (see Note 5). splitting. Discard all material passing the 9. (h). Do not overload sieves. (i) &
(j)). Photography of the sample at various stages throughout the test can assist with qualitative
assessment and reporting. but may be terminated earlier if breakdown
is severe.e.5mm size. TEST METHOD: NTTM 302. After each five cycles.
4. splitting.
(j) At the completion of the test. If significant breakdown
has occurred after any set of five cycles.5mm sieve. inspect the sample for breakdown. Count and record the number of rock pieces retained on
the 9. Report the WDD for each recorded set of cycles (Procedure 5 (g).
WDD = m2 x 100
m1
This calculation is performed for each time the sample mass was determined. that can be visually
ascertained and which results in a percent passing the 9. then sieve the sample using a 9. When sieving by hand.
7. or may be extended beyond twenty cycles if necessary.
6. Severe breakdown is
defined (for the purpose of this test) as any flaking.
3.5mm sieve of 2% or more. CALCULATION
The Wet/Dry Durability (WDD) is assessed as the amount of material retained on the 9.
8.

select 5 to 8
representative spalls of the rock in the size range 100mm to 300mm (weight 25 to 40kg) that can be
handled without undue difficulty."
Visually assess the rock spalls in the stockpile to be sampled and evaluate the strength and other
characteristics of the rock spalls with a hammer or other means. SCOPE
This method describes the standard laboratory procedure for determining the resistance of rock
spalls of size 100-300mm. Dry
the sample to constant mass at a temperature between 105°C to 110°C.3.0.
2. "Sampling shall be conducted by
means which ensure that the samples represent. It provides information to assist in
assessing the soundness of rock spalls when used as protection rock.
72 | P a g e
.
(b) Number each rock spall with paint or other indelible mark. PREPARATION
(a) Thoroughly wash the sample and scrub with a wire brush until clean. using potable water." All sampling shall be done by the testing laboratory.2 (Sampling of Rock Spalls. the true nature of the main
body of material from which they were drawn. TEST METHOD: NTTM 302. complying with AS 1152
(iii) Balance . In particular note the following:
"Sampling shall be carried out with the utmost of care and integrity by properly trained personnel.as required. high temperature 105 C to 110 C
(ii) Sieves .of adequate capacity. low temperature 55 C to 60 C
o o
.
(c) Photograph each rock spall sufficiently to enable any subsequent breakdown to be visually
discerned (see Note 5).3
WET DRY CYCLE (DURABILITY) TEST (PLUS 100mm SIZE)
1. and accuracy of 5g
(iv) Metal trays or water bath of suitable capacity to allow the rock spalls to be immersed in the
testing fluid and covered by a depth of at least 30mm.
otherwise test results obtained from the samples may misrepresent the characteristics of the
material.of suitable weight. armour rock or riprap subject
to exposure and weathering action.
4.complying with the requirements of AS 1289. From this evaluation. as per Procedure 5(b).
(v) Sledgehammer . Boulders and Drill Core). APPARATUS
(i) Oven . to repeated soaking and drying cycles. SAMPLING
By AS 1141. as far as practicable. If necessary these may need to be obtained by breaking larger
stones with a sledgehammer (see Note 1). Thermostatically controlled to operate
at the following temperatures:
o o
.
3.

If
significant breakdown has occurred. Report all test conditions. Weigh and record the
mass of each rock spall. inspect the sample for breakdown. splitting.
7. then proceed to step (g). splitting. If significant breakdown
has occurred after any set of five cycles.
(e) Repeat the process of alternate immersion and drying until five cycles have been completed. Photograph if
appropriate (see Note 5). Sieve each rock spall on the 75mm sieve.
(b) Place the rock spalls in a metal tray/s or water bath and immerse the spalls with the testing
fluid for 16 to 48 hours (see Note 2). Describe the condition of each rock spall in terms of flaking. repeat step (f). Place the
rock spalls in the low temperature drying oven for 8 to 48 hours. The dates of the start and completion of the test shall be
reported. drain the rock spalls for at least 10 minutes and/or towel
dry the excess fluid until the rock spalls attain the saturated surface dry condition. Retain for inspection all material passing the 75mm sieve. After each five cycles.
(f) Inspect the sample.
disintegration or other breakdown of the rock mass and rock substance. Record the combined mass of all rock spalls retained on the 75mm
sieve. The combined mass
of all rock spalls shall be recorded. dry the sample to constant mass at a temperature
o o
between 105 C to 110 C.
(g) Repeat the process of alternate immersion and drying for a further fifteen cycles (i. PROCEDURE
(a) Weigh and record the dry mass of each rock spall to an accuracy of 5g.
6. Report the percentage loss
for each rock spall and the total sample each time significant breakdown occurred and the sample
mass was determined. a total of
20 cycles). Record the combined mass of all rock spalls retained on the 75mm
sieve.1 percent and shall be
reported with the number of cycles.
(c) At the end of the immersion period. The percent passing shall be reported to the nearest 0. (see Note 3) then dry to constant mass at a temperature
o o
between 105 C to 110 C. TEST METHOD: NTTM 302. Retain for future inspection all material passing the 75mm sieve.e. Label each rock spall and photograph. REPORT
Provide a qualitative and quantitative assessment of the durability of the rock in relation to the
proposed use of the rock. Weigh and record the
mass of each rock spall. CALCULATION
Calculate the percentage loss of material for each rock spall and the total sample each time
significant breakdown occurred and the sample mass was determined (steps (e) and (g)).
(h) At the completion of the test (see Note 4). disintegration or other breakdown of the rock mass and rock substance.
73 | P a g e
. All photographs shall be
supplied. Initial and final masses of all rock spalls shall be reported. The spalls shall be covered by a depth of at least 30mm
and kept at room temperature. then sieve the sample using a 75mm sieve. If nil or insignificant breakdown has occurred.3
5.
(d) Remove the rock spalls from the oven and immediately immerse them again in the testing
fluid. Photograph the rock spalls
and the material passing the 75mm sieve. Describe the condition of each rock spall in terms
of flaking.

4.
74 | P a g e
. but may be natural ground water.
disintegration or other breakdown of the rock mass or rock substance. splitting. armour rock or riprap.
2. that is readily apparent visually and which results in a percentage passing the
75mm sieve of 5% or more after 5 cycles. Care shall be taken when breaking down rock spalls with the sledgehammer not to unduly
fracture the material.3
NOTES ON METHOD:
1. Significant breakdown is defined (for the purpose of this test) as any flaking. that can be visually
ascertained and which results in a percent passing the 75 mm sieve of 2% or more after 5
cycles.
5. Information gained from this test shall be used as a guide for determining the acceptability of
rock spalls for use as protection rock. splitting. disintegration or other breakdown of the rock mass or rock
substance. for example if
breakdown is only just starting to appear. but may be terminated earlier if breakdown
is severe. Photography of the sample at various stages throughout the test is aimed at assisting the
qualitative assessment and reporting. a dilute acid or a dispersing agent as appropriate to the anticipated environment of
the rock.
seawater. The test is terminated after a total of twenty cycles.
6.
3. Severe breakdown is defined (for the purpose of this
test) as any flaking. TEST METHOD: NTTM 302. The testing fluid is usually tap water at room temperature. or may be extended beyond twenty cycles if considered necessary.

APPARATUS
(i) Pendulum Friction Tester
A tester and auxiliary scale constructed in accordance with details available from the Australian
Road Research Board. be set to slide over a fixed length of surface
(iv) Means for holding and releasing the pendulum arm so that it falls freely from a horizontal
position. indicating the position of the pendulum arm
throughout its forward swing and moving over the circular scale attached to the instrument. TEST METHOD: NTTM 304.
The tester shall be used and stored in a dust free environment and one which is not subject to
a large temperature variation.03kg with the centre of
gravity lying on the axis of the arm at a distance of 410 ± 5mm from the centre of suspension.5 ± 0. SCOPE
This method describes the procedure for determining the skid resistance value of a surface.
3. excluding felt friction washers. under wet conditions.
The tester shall incorporate the following:
(i) A spring loaded rubber slider of the properties specified in Clause 3 (b) mounted on the end of
a pendulum arm so that the sliding edge is 515 ± 2mm from the axis of suspension.
(ii) Means for levelling the instrument.
75 | P a g e
. swing clear of the surface of the specimen. All bearings and working parts of the
instrument shall be enclosed as far as possible. and all materials used shall be suitably treated
to prevent corrosion under wet conditions.
The mass of the pointer.
(v) A pointer balanced about the axis of suspension. DEFINITION
The skid resistance value of a surface is a measure of the frictional resistance between a rubber
slider and the test surfaces. the point corresponding to the
zero position on the attached circular scale. the outward tip of the pointer may be brought to rest on the
forward swing of the arm at a point 10mm below the horizontal. The test
is performed on sealed driving surfaces. with the pendulum arm swinging
freely from a horizontal position.1
DETERMINATION OF SKID RESISTANCE
WITH THE PORTABLE SKID TESTER
1. shall be not more than 85g and the
friction in the pointer mechanism shall be adjustable so that.
(iii) Means for raising and lowering the axis of suspension of the pendulum so that the slider can:
.
2. and
.
The pendulum friction tester shall be calibrated to ensure compliance with the following
requirements at intervals not exceeding 2 years or when results obtained from the friction
tester control specimens vary from the established values by more than 3 units (see Note 1). Melbourne (see Figure 1).
The mass of the swinging arm including the slider shall be 1.

1
o o
The slider shall be mounted on an axis set at an angle of 25 ± 1 to the horizontal when the
pendulum is at the lowest point of its swing. the two available edges of the slider have each become rounded.
(l) Thermometer
o o
The thermometer shall have a range of 0 C to 50 C in accordance with AS 1141.
The slider shall be spring loaded against the test surface and the nominal static force on the
slider is set by the calibration procedure (see Note 1). The sliding edges shall be square.
76 | P a g e
.
(m) Supply of distilled or potable water. so that only the rear edge of the slider contacts the
test surface. sliders shall be stored in the dark at a temperature between 10 C and 25 C.2.
(j) Rubber Sliders
Rubber sliders used in the friction tester shall be 24 ± 1mm deep and 6 ± 1mm thick and rigidly
backed. Melbourne
(k) Water Spray Bottle
Water spray bottle containing clean potable water at ambient temperature. Alternatively.
The rubber used in the sliders shall comply with the requirements given in Table 1. Avoid
handling the surfaces of sliders at all times.
o o
When not in use.
NOTE 1: Calibration of the friction tester is available through the Australian Road Research
Board. they are more than 12 months old from the date stamped on the slider.
They shall be discarded when:
.
TABLE 1
PROPERTIES OF SLIDER RUBBER
Property Temperature
Resilience. clean cut and free from contamination. The slider can turn about its axis without obstruction to follow unevenness of the
surface. percent* 0 10 20 30 40
Hardness
IRHD† 44 to 49 58 to 65 66 to 73 71 to 77 74 to 79
55+5 55+5 55+5 55+5 55+5
* Lupke rebound test in accordance with BS 903: Part A8
† International rubber hardness degrees in accordance with BS 903: Part A26
NOTE 2: Rubber sliders complying with this standard are available through the Australian
Road Research Board. or
. Melbourne. they do not comply with the requirements of Table 1. calibration may be arranged through local
laboratories having NATA certification for calibration of friction testers. TEST METHOD: NTTM 304. or
.

place the sliding spacer under the lifting
handle setting-screw to raise the slider.
(b) Lower the head of the tester using knobs A & B so that the slider just touches the road surface.
pointer and release mechanism) is controlled by a rack and pinion on the rear of the
vertical column.
NOTE 4: Ensure that the feet on the levelling screws are adjusted correctly. After unclamping the locking knob A at the rear of the column.
NOTE 5: This is done by first raising the swinging arm to the horizontal release position.
The pendulum arm is released by pressing button C. and hanging vertically.
7.
6. TEST METHOD: NTTM 304.
NOTE 6: If the pointer has swung past the zero position rings E are screwed up a little more
tightly. to prevent the
levelling screws from indenting the bitumen seal in hot conditions. Catch the pendulum arm on its return
swing. (see Note 6). The pointer is then brought round to its stop. The pointer is carried with the
pendulum arm on the forward swing only. graduated scale. PROCEDURE
(a) With the pendulum arm free. When the
required height is obtained.
(d) Correct the zero setting as necessary by adjustment of the friction rings E.
and clamp in position with knob A. the
head may be raised or lowered by turning either of the two knobs B. and note the pointer reading. in line with the pendulum
arm.
This adjustment is necessary as the tester may be used under different temperature
conditions and in windy conditions: sufficient adjustment has been allowed to cover all
normal ranges of temperatures encountered.
5.
(c) Remove the spacer. In this position it is automatically locked in the
release catch. If it has not reached zero the rings should be unscrewed a little.
NOTE 3: Movement of the head of the tester (carrying the swinging arm.
b) Raise the head so that the pendulum arm swings clear of the surface (Note 3). the head unit must be locked in position again by clamping
knob A. on the
right hand side of the apparatus. CALIBRATION OF EQUIPMENT
(c) Checking the zero setting as described in Note 5.it may be necessary to operate the tester with a
wind shield.1
4. PREPARATION OF TEST SURFACE
(a) Inspect the road and visually choose representative section(s) to be tested
(b) Ensure that the test surface is free from loose grit and other debris by washing clean with
water. Return the arm to the release position. SETTING THE TESTER
a) Set the base level by means of the spirit level and three levelling screws on the base frame
(Note 4).
77 | P a g e
. but some difficulty may be experienced in
correcting the zero in very high winds .

1
(d) Check the sliding length of the rubber slider over the surface under test.
(g) Record the mean of five successive readings.7cm on the scale provided.
(j) Average the values obtained in 8(f).
NOTE 7: The sliding length is the distance between the two points where the sliding edge of the
rubber touches the test surface. keeping the slider clear of the road surface
in this operation by means of the lifting handle. check the contact length and reset if necessary. TEST METHOD: NTTM 304.
78 | P a g e
. fourth or fifth swing shows a higher value than any of the preceding values.7 cm apart and the inner ones
are 12.
(f) Place the pendulum arm in its release position. If
the second.
(g) The apparatus is now set for the test operation
8.
To prevent undue wear of the slider when moving the pendulum arm through the arc of
contact. a
fault is indicated and must be rectified before proceeding. adjust to the correct length by raising or lowering the head slightly.
NOTE 9: If the slider is not wetted as well as the road surface the reading obtained on this first
swing should be discarded.
(i) Successive swings of the pendulum should always show the same or a lower friction value.
(e) Return the arm and pointer to the release position. OPERATION OF THE TESTER
(a) Wet the road surface and slider ensuring that the road surface is free from loose grit or other
debris. Read and record the value from each swing.4 and
12.
(b) Bring the pointer round to its stop. the slider should be raised off the road surface by means of the lifting handle. Usually the fault is an increased
contact length between slider and surface.
(c) Release the pendulum arm by pressing button `C' and catch it on the return swing before the
slider strikes the road surface. provided they do not differ by more than 3 units.
(e) If necessary.
(f) Operate the pendulum and pointer for five swings. repeat swings until three successive readings do not differ by
more than 3 units.
(d) Note the reading indicated by the pointer.
NOTE 8: When the apparatus is set correctly the sliding length should be between 12. 8(g). by gently lowering the
pendulum arm until the slider just touches the surface on one side and then on the other side
of the vertical. third.
(h) If the range is greater than this. or 8(h) and record the average as the skid resistance
value uncorrected for temperature (SRVt). rewetting the test surface and slider before
each swing. (the outer marks are 12.4cm apart).

so that the slider
swings in the direction of the traffic.1
9.
(c) Take the mean of five readings. the slider shall be given a few
swings on a dry surface to clean and liven up the surface of the rubber prior to any testing.
79 | P a g e
. discard the rubber slider.00525 (t-40)
NOTE 12: The correction procedure in most common use and shown in Road Research
Laboratory Road Note 27.
NOTE 10: If the leading edge of the rubber slider becomes worn or rounded. RECORDING OF DATA
o
Record the temperature (t C) of the water lying on the road immediately after the test (Note 11).
(d) The mean of these readings gives a representative value of skidding resistance of the section
of the road. 1969 is not suitable for Australian conditions.
NOTE 11: Investigations have shown that rubber resilience is temperature dependent and
changes in rubber resilience will effect the skid resistance measurements: skid
resistance tends to fall as temperature rises.
The correction equation to obtain SRV40 based on surface temperature measurement is:
SRV40 = SRV t
1 .0. Store in a cool dark environment at 10 to 25 degrees C. PROCEDURE WHEN TESTING ROAD SURFACES
(a) Inspect the road and visually choose a representative section to be tested. at each location in the test track spaced at
approximately 10 metres along the length under test. MAINTENANCE OF EQUIPMENT
(a) At the completion of testing remove the rubber slider and wrap in tissue paper and place in a
plastic bag.
(b) If the rubber slider has not been used for more than 4 weeks.
11. TEST METHOD: NTTM 304. as above. rotate the rubber
slider and use the other side. Once both edges of the rubber slider are worn or
rounded.
10.
(b) Set the apparatus on the road surface in the track chosen to be tested.

1
80 | P a g e
.TEST METHOD: NTTM 304.

1
81 | P a g e
.TEST METHOD: NTTM 304.

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. TEST METHOD: NTTM 304. such as roundabouts.
C* Easy sites. ensure that
there are no indications of difficulties arising from skidding under wet conditions. roads and Above 55 Generally satisfactory:
conditions not covered by categories A meeting all but the most
and C. difficult conditions
encountered on the roads. Below 45 ‘Potentially slippery’
* On smooth looking or fine-textured roads in these categories vehicles having smooth tyres may not find
the ‘skid-resistance’ adequate. Above 65 ‘Good’: fulfilling the
bends with radius less than 500 ft on requirements even of fast
derestricted roads.
Skid Resistance on Standard of Skidding
Category Type
Wet Surface Resistance Represented
A Difficult sites. for example. skidding accidents. straight roads.1
TABLE 2
Suggested values of skid resistance for use with the portable tester. especially
liable to create conditions of emergency. For such roads accident studies should also be made. Above 45 ‘Satisfactory only in
with easy gradients and curves. gradients.e. and free from any
features such as mixed traffic. i. approaches to traffic lights on the scene of repeated
derestricted roads. i.
D All sites.e. 1 in 20 or traffic and making it most
steeper and of length greater than 100 unlikely that the road will be
yd.
B* General requirements. and favourable circumstances’
without junctions.

15mm sieve. Care must be taken to maintain the face
of the disc horizontal at all times. TEST METHOD: NTTM 305.1
DETERMINATION OF PAVEMENT SURFACE TEXTURE
DEPTH SAND PATCH METHOD
1. SCOPE OF METHOD
This test method details the Sand Patch method of test for determining the surface texture depths of
Portland cement concrete. The use of a suitable wind screen may provide sufficient shelter to allow the test to be
carried out under windy conditions.
(d) Holding the handle of the wooden disc between the thumb and fore finger.
83 | P a g e
. APPARATUS
(a) A metal cylinder of 100 mm internal depth and 20 mm internal diameter. tapping the base three (3) times on the surface to ensure
compaction. CALCULATION
Calculate the surface texture depth of the pavement using the formula
Surface Texture Depth = 40. REPORT
Report the surface texture depth to the nearest one-hundredth of a millimetre.
5. and without
applying vertical pressure on the disc.000 mm
2
d
Where d is the average diameter of the patch in millimetres. PROCEDURE
(a) Dry the surface to be measured and sweep clean with a soft brush.
(e) Continue to spread the sand using a spiral motion to maintain a circular patch until the surface
depressions are filled with sand to the level of the surface peaks.3mm
sieve and be retained on a 0.
3. bituminous concrete and bituminous sealed pavements.
(f) Measure the diameter of the circular patch to the nearest 5mm at four (4) equally spaced
locations.
6. and strike off the sand level with the top of the cylinder. LIMITATIONS
The Sand Patch test should not be undertaken under adverse conditions such as exist when
pavements are wet.
(c) Carefully pour the sand into a conical heap on the surface to be tested.
2.
(b) A flat wooden disc 65mm diameter with a hard rubber disc 2 mm thick attached to one face.
4.
(b) Fill the cylinder with sand. and average the results. or the strength of the wind is sufficient to disturb the sand particles used during
the test.
the reverse face being provided with a handle.
(c) Dry natural sand or glass beads with rounded particle shape and which will pass a 0. spread the sand in a spiral motion from the centre of the
heap so that the sand is spread into a circular patch.

EQUIPMENT
(a) Wet Film Thickness comb gauge with measuring range 50m to 800m.
(f) The Wet Film Thickness is read from the highest value prong covered by paint adjacent to the
next highest value prong which is clean. which has been applied by vehicle mounted spray equipment.
(c) Report the brand and model number of the gauge used. if required.
WFT X Paint Percent Volume Solids
Dry Film Thickness =
100
(b) Report the speed of the application equipment.
Note 2: Dry Film Thickness may be determined by multiplying the comb gauge reading by the
percent volume solids of the paint. The percent volume solids of the paint is the non-volatile
component of the paint. PROCEDURE
(a) Place the test panel in the path of the paint application equipment.
3.
(g) Quickly repeat the measurement at a second location on the panel.
(b) Metal test panel 100mm x 200mm (approx. TEST METHOD: NTTM 401.
Note 1: The WFT comb gauge may be used for measuring the Wet Film Thickness of paint films
applied by other methods.
85 | P a g e
.1
MEASUREMENT OF FILM THICKNESS OF ROADMARKING PAINT
1. Dry Film Thickness may be
calculated from the Wet Film Thickness measurement.
2. SCOPE
This test method set out the procedure for measuring Wet Film Thickness (WFT) of road marking
paint. REPORTING
(a) Report the average Wet Film Thickness in microns or.
(d) Hold the gauge firmly for 5-10 seconds in the wet film and then withdraw it vertically.
(e) Determine which of the prongs have been covered with paint or thermoplastic material. the Dry Film Thickness.
(c) Place the gauge carefully and vertically into the wet film immediately it has been sprayed or
applied onto the metal test panel.). For
correct Wet Film Thickness the material must touch the prong of the gauge marked with the
specified thickness but must not touch the prong marked with the next higher thickness.
(b) Record the speed of the line marking equipment as it applies the paint to the test panel.
3.

4. These figures are used for calibrating the machine because
there is a loss of beads between the bead dispenser and the marked line and the volume is
measured with beads not compacted.
3.
(b) Plastic measuring cylinder of 500mL capacity. The glass bead volume figures given in Figure 1 are calculated for an actual application rate
of 0.
5.3 kilograms per square meter for different line widths and road
speeds. PROCEDURE
(a) Turn off the paint or thermoplastic supply valves and operate the bead dispenser for exactly 10
seconds allowing beads to run into a plastic bag or tray.
(b) Pour the beads from the bag or tray into a suitable measuring cylinder calibrated in millilitres to
measure the volume of beads collected.
NOTE: When two or more bead dispensers are to be used each dispenser should be checked
separately to make up the totals shown. Level the beads in the cylinder but do not compact. REPORTING
Report the volume of beads collected over a ten second period. EQUIPMENT
(a) Plastic bag or tray of at least 2 litre capacity. SCOPE
This test gives a procedure for field measurement of the rate of application of spherical glass beads
on to wet paint or thermoplastic surfaces.
86 | P a g e
.1
MEASUREMENT OF RATE OF APPLICATION OF SPHERICAL GLASS BEADS
1.
2. TEST METHOD: NTTM 402. CALCULATION
Figure 1 shows the correct volumes of glass beads required to give net application rates on the
marked line of approximately 0.34 kilograms per square meter.

1
TEST
87 | P a g e
. TEST METHOD: NTTM 402.

and are 160mm in length.
(b) Five clamps for attaching guide posts to the base. a 750g load is applied at a distance of 850 mm from the edge of the clamp.
These clamps are made from sheet metal. Part B sets out procedures for measuring angular deviation. held together by wood screws). APPARATUS
(a) A heavy timber base 1000mm x 230mm x 210mm.
2.
4.1
PLASTIC GUIDE POSTS . each clamp being individually bent to shape to suit
each guide post design. Due to small differences
in shapes of individual guide posts. APPLICATION
The method is applicable to seven different shapes of plastic guide posts.
(c) Loading weights and brackets.
o
In Part B the guide post is subjected to an angular twist.
For Test A. three sizes of brackets with matching weights are required
for ease of fitting and removal. The
load is made up of a lead weight machined down to the required mass. the brackets are spring loaded.
The clamps are attached to the base using 7mm bolts provided with wing nuts for tightening of
clamps. SCOPE OF METHOD
This test method is in two parts: Part A sets out procedures for testing plastic guide posts for vertical
deflection. Wing nuts are used for
tightening the brackets to the guide posts. total load = mass of
lead weight + mass of bracket. A rubber lining glued to the underside of
each clamp ensures a firm grip on the guide post during testing. This
provides a stable base and the required counter balance for testing 5 guide posts at the same
time. The angle measured shall not exceed 45
for the guide post to be within acceptance limits. (The DPI Base is made up of 5 timber
planks each measuring 1000mm x 235mm x 40mm. all of which should have a
trough shaped cross section. Maximum deflection shall not exceed 90 mm
to be within acceptance limits. METHOD: NTTM 403.
The lead weight is made from pouring molten lead into a mould 15 mm high by approximately
65mm diameter.e.
88 | P a g e
. PRINCIPAL
In Part A the guide post is tested for vertical deflection. i.
3.VERTICAL DEFLECTION
AND ANGULAR DEVIATION
1. A threaded bolt for attaching the lead weight to the bracket is placed in
position at the centre of the mould before pouring.
Both tests are non-destructive static tests. No prior preparation of the guide post is required for either test.
Brackets are made from 12mm x 12mm aluminium channel section.

3).
(c) A mass of 750g shall be secured to the guide post at a distance of 850 mm from the edge of
the clamp. PROCEDURE . The bracket shall then be attached to the guide post
o
at 90 to its centreline (see Fig.
(c) A setsquare shall be used in measuring the angle of deviation. REPORTING OF RESULTS
(a) Manufacturers or suppliers name.TEST B: MEASUREMENT OF ANGULAR DEVIATION
(a) The guide post shall be clamped in a horizontal position at a distance of 900 mm from its upper
end as in Test A. at 350mm from
centreline of guide post to centre of load.
(b) Date of Test.
(c) Summary of Test Results.
6. and the angle measured
o
reported as being either greater than or less than 45 . TEST METHOD: NTTM 403. and reported to the
nearest mm.
(d) Using a suitable rule graduated in millimetres and the floor or suitable bench as a datum. made of light gauge aluminium channel section are required to suit
the assortment of guide posts.
5.
7.1. This transfers a torsionally applied load
at a distance of 350mm to the free end of the guide post. This lead weight is interchangeable
with each of the three brackets.
89 | P a g e
.TEST A: MEASUREMENT OF VERTICAL DEFLECTION
(a) The guide post selected for testing shall be placed horizontally in the appropriate clamp on the
base.1
(d) Three separate brackets.
The 600g load shall then be released and the angle of deviation measured relative to the
horizontal plane using the bench top or floor as a datum. PROCEDURE .
(b) A load of 600 g shall be attached to the bracket provided for this test.
A 600g mass is attached at one end of the guide post.
vertical deflection is measured from the centreline of the guide post.
(d) Reference to Test Method NTTM 403. in position for testing.
(b) The distance from the upper end of the guide post to the edge of the clamp shall be set at 900
mm and the guide post shall then be clamped firmly down onto the base.

6.
(e) Recheck the zero as described above in step (c).
(h) Repeat test any obvious outliers.1
5. PREPARATION
(a) Turn the instrument on and turn the lamp on.
(g) The calibration must be checked prior to measuring each test line.
92 | P a g e
. Warm up the instrument for 5 minutes. and then recheck the calibration figure as
described above in step (d). Continue to recheck these figures until both the calibration
constant and zero figures read correctly.
(c) Turn the lamp off and adjust the left-hand potentiometer to zero. in the
direction of traffic flow. A reading less than this will indicate the
battery is low and testing should be abandoned. Record all these
results and determine the average reading for each broken line.
(d) Turn the lamp on and adjust the right hand potentiometer to the calibration figure for the
instrument. Ensure the black knob on the
rear of the compartment is fully pushed in. including the direction of test. TESTING
(a) Conduct 6 tests on each broken line in one direction (total 18 tests). TEST METHOD: NTTM 404.
(g) Draw the locations of the testing on a sketch or plan of the site. A variation of 5 units or
more from one line to the next will indicate a low battery level.
(b) Ensure that the battery reading is greater than 115. If the reading is outside of the specified limits the test
should be abandoned.
(e) Take a GPS reading at the site.
(b) Conduct 6 tests on each broken line in the opposite direction (total 18 tests). Record all these results and determine the average reading for the
RHS edge line. in the
direction of traffic flow. Record all these results
and determine the average reading for each broken line.
(f) Conduct a test on the calibration panel and ensure that the reading displayed is between the
limits specified on the calibration panel.
(d) RHS edge line: Conduct 10 tests over the equivalent distance of 3 broken lines (27m). location and
line being tested.
(c) LHS edge line: Conduct 10 tests over the equivalent distance of 3 broken lines (27m). Record all these results and determine the average reading for the
LHS edge line.
(f) Record the chainage (relative to the nearest DPI ‘Permanent Reference Point’).

2. and
test the RHS line in the direction of traffic flow. and the speed of the operation. The amount of calibration carried out during the testing depends upon the ability of the
instrument to remain charged and retain its calibration. Where double lines are marked conduct a minimum of 10 tests on each line in the direction of
traffic.
3. Where turning lines or other lines are marked within the length of the test section conduct a
minimum of 10 tests on each of these additional lines over the distance of the standard test
section.
94 | P a g e
.e. Where the centre line consists of 2 lines. i. TEST METHOD: NTTM 404.
4. conduct sufficient testing on
the markings in the direction of traffic flow. Where chevrons or other markings appear within the test section.
5. test one line in each direction. test the LHS line in the direction of traffic flow.1
NOTES ON TEST:
1.

TEST METHOD: NTTM 404.1
95 | P a g e
.

96 | P a g e
.1. SITE SELECTION
Site selection shall be as specified in NTTM 404.5m above the pavement surface. TEST METHOD: NTTM 404.
NOTES ON TEST:
1.
(c) Watch.
After 1 minute conduct retro-reflectivity testing in accordance with NTTM 404.
4.
Conform to the requirements of NTTM 404. METHODOLOGY
Pour from a height of approximately 0. SCOPE
This procedure describes the method for determining the retro-reflectivity (night visibility) of road
markings. Bucket. APPARATUS
(a) 10 ltr.3
RETROREFLECTIVITY TESTING OF PAVEMENT MARKING
WET CONDITION
1.1.
2.
The method is to be used in conjunction with NTTM 404. of potable water.
5.1. The water is poured evenly along the test site.1.
(b) 10 ltrs.
3. so that a crest of water momentarily floods the
test site and its’ surrounding area. in the wet condition. PREPARATION
The test condition is created by pouring approximately 10ltrs of water from a bucket on to the test
site. onto the test site. REPORTING
Report retro-reflectivity test results from both the dry and wet condition.
6.

2. Each calibration should establish the % of beads lost during application in order to achieve the
retained target, and then calibrate the dispensing quantity to suit;

3. Low pressure or gravity delivery to a gravity dispenser will produce the best application results;
4. The figures above are for the specified RETAINED bead application rate of 0.4 kg/m2;

5. There is no allowance for loss of glass beads during the application process Roadmarking
Operators should establish the % of beads lost during application and calibrate to suit the
application retained rate.

CERTIFICATION OF BITUMEN SPRAYERS
FOR USE ON NORTHERN TERRITORY ROAD PROJECTS DIVISION PROJECTS

1. SCOPE OF CALIBRATION

This test method sets out the tests and procedures for the calibration of bitumen sprayers.

This calibration method does not apply to the initial calibration of a bitumen sprayer. The calibration
of an extensively modified bitumen sprayer is beyond the scope of this test method.

This test method must be carried out under the supervision of an authorised Departmental
representative.

This test method uses selected tests from "Bitumen Sprayers", NAASRA 1989 (NOTE: 1). this
method is an interim calibration method to be used until the Department adopts the Austroads SDT
series test methods.

2. APPARATUS

i. Distribution Trough

The minimum requirements for the trough are:

(a) The total volume of calibration fluid sprayed must be collected in the trough.

(b) This trough must permit the sprayed calibration fluid to be separated transversely into
50mm sections, over the full width of spray.

(c) The trough design must permit the measurement of the quantity of calibration fluid in
each 50mm section by an approved means, e.g. Northern Territory Weights and
Measures approved dipsticks and conversion tables, depth to volume.

Inspect all nozzles to identify if previously used or unused.
(d) Bitumen Sprayer Dipstick
i.
(c) Temperature Gauges
o
i. Record the safe filling level tank capacity for inclusion in the calibration report. The Spray Wagon Owner shall supply a copy of the current Motor Vehicle Registration
Certificate for inclusion in the calibration report. Unused Nozzles: will be deemed to comply for 24 months after successful completion of
all distribution tests.P. Spray wagon calibration shall not proceed until the calibration fluid is within
acceptable limits. The calibration
should not be older than 2 years.
The calibration certificate for the calibration fluid is valid for one month from the date of
calibration. These nozzles
will be deemed to comply for 24 months after successful completion of all distribution
tests. Used Nozzles: may be used if calibrated by an Authority acceptable to the Department
within the previous 6 months of the commencement of this calibration. PREPARATION
(a) Calibration Fluid
Viscosity and density testing are to be carried out in accordance with AS 2341.
(f) Spray Nozzles
i. Record the total tank capacity for inclusion in the calibration report. Record the bitumen sprayer owner's plant identity number for inclusion in the calibration
report. Record the type of all spray nozzles for inclusion in the report.
ii.A.
ii.
i. by an
organisation with a Quality Assurance Procedure (Q.
iii.
(e) Bitumen Sprayer Tank
i.
ii. Ensure that the
owner’s plant identity number is engraved on the dipstick. The Spray Wagon Owner shall supply a thermometer with a range 0 – 250 C and
o
readable to 5 C with a current calibration acceptable to the Department.
iii.) and/or NATA registration for these
tests acceptable to the Department.
(b) Motor Vehicle Act 1985.1
3. (NOTE: 3)
v.
iv. A copy of the calibration certificate for the nozzles shall be supplied
prior to the calibration of the spray wagon. Record the date and any
other information stamped on nozzles. TEST METHOD: NTTM 500. Inspect the dipstick for any damage which would affect its calibration.
102 | P a g e
. (NOTE: 3). Inspect the interior of the empty tank for any obvious damage which would affect the
calibration of the dipstick (NOTE: 2). (NAASRA)
1989. All spray nozzles shall comply with the requirements of "Bitumen Sprayers".

(i) Instruct the spray wagon operator to commence spraying.
(n) Record the time of cessation of spraying (approx. record the height of calibration fluid in
each 50mm section of the trough from the marked coloured plates located behind the viewing
tubes.
(h) Record the manifold pressure during bar circulation of the calibration fluid. with bar
circulating.
(k) Do not permit the bitumen sprayer operator to adjust the pump speed. Ensure the spray bar is located over the centre line of the distribution trough.1
(g) Spray bar
i. 50 seconds).
(c) Ensure the spray bar is full. PROCEDURE
(a) Ensure the trough is empty.
(j) Using the stopwatch.
(d) Record the difference in height of the lowest point of the spray nozzles and the top of the
trough.
(e) Record the volume of calibration fluid within the bitumen sprayer tank prior to testing.
iii.
(l) Record the pump speed during spraying.
(p) After the settling of the calibration fluid in the trough.
(b) Ensure all trough stopcocks are closed. Ensure the front face of the spray nozzles is parallel to the centre line of the spray bar. record the
volume of the remaining calibration fluid in the tank.
ii. Record the spray bar type for inclusion in the calibration report. (NOTE: 4)
(o) After the settling of the calibration fluid (NOTE: 5) in the bitumen sprayer tank. Ensure the spray bar is level.
(m) Record the manifold pressure during spraying.
iv.
4. TEST METHOD: NTTM 500. record the time of commencement of spraying.
(f) Record over which 50mm sections the end spray nozzles are located.
103 | P a g e
.
(g) Record the pump speed during bar circulation of the calibration fluid.

now known as AUSTROADS.0m using WA end jets. Engrave and
stamp any new spare nozzles at the Bitumen Sprayer owner’s request. Settling of Calibration Fluid
The calibration fluid is deemed to be settled when air bubbles have departed from the
surface of the calibration fluid. Where
obvious damage is found the dipstick must be recalibrated by an organisation with a Q. TEST METHOD: NTTM 500.S.0m E.
replace these spray nozzles with new or calibrated spray nozzles. using "Copley" end spray nozzles) must be
recorded on the calibration certificate. increase the bar length by
adding 3 X A4 type jets.
7.7m and the total volume of fluid is divided by (160-6)
154. on all spray
nozzles.S.
for the recalibration of dipsticks.W.W.A.
3.S.
To maintain the effective spray width to 8. acceptable to the Department. NAASRA
National Association of Australian State Road Authorities. This is only to ensure the trough is used
to near its maximum potential without risk of overflowing. Spray Nozzles
If a Bitumen Sprayer is presented for calibration with any uncalibrated used spray nozzles.3m less than the E.
Engrave the month and year of the commencement of the calibration period. The mean volume of calibration fluid per 50mm
section of trough will be determined by the total volume of fluid in the trough divided by the
‘Total Trough Sections” figure presented in the Table in 5 (a) minus six (0.P.W. Duration of Spray
The duration of spray is approximately 50 seconds. shall be the distance over which no individual (50mm section of trough) volume
varies from the mean volume by more than 20%.
106 | P a g e
.
Or.A. with the logo stamp punch.1
NOTES ON TEST:
1. prior to Transverse
Distribution Test commencement.
6.3m/50mm). Stamps all engraved spray nozzles once. is reduced to 7.)
The E.) End Nozzles
Western Australian end spray nozzles may be used. Western Australian (W.
Example 8.W.S. Bitumen Sprayer Tank
Obvious dents in the interior walls of the tank will affect the calibration of the dipstick. The reduced maximum effective width
of spray (usually 0. Do not re-engrave
the spray nozzle during the currency of the calibration period. Effective Spray Width (E.
5.
2.
4.

TEST METHOD: NTTM 500.1

8. Currency of Calibration Certificate

Consecutive 12 month calibrations using the same spray nozzles shall be issued for a
maximum combined period of 2 years from the initial calibration of the nozzles.
Calibration certificates for spray wagons using previously used nozzles will be issued
for the remaining life of the nozzles, ie Nozzles that were calibrated and stamped 15
months previous will only be valid for 9 months from the consequent calibration, (total
nozzle life 24 months).

9. Calibration Trough

A suitable calibration trough is available at the CSR Depot at Tivendale Road, Berrimah.

The sprayer described hereunder is hereby certified as complying with the Construction Division's requirements
for Bitumen Sprayers and subject to the conditions endorsed on this Certificate, is authorised to be used for
bituminous surfacing works undertaken by or for the Division.

The Division reserves the right to carry out any testing covered in NTTM 500.1 and or "Bitumen Sprayers"
NAASRA 1989, during the currency of this certificate.

This Certificate in no way removes the responsibility of the owner of the Sprayer to ensure compliance at all times with legal requirements,
covering the vehicle and its equipment, applicable to the Territory and State in which the vehicle is operated and is issued subject to the
Sprayer continuing to operate satisfactorily and may be cancelled at any time

as
shall be the slump of the concrete sample. The sample should then be protected as necessary for
transporting to the laboratory for the determination of moisture content.
A second portion of approximately 10kg mass shall be placed in a weighed dish and the mass
recorded.
The second portion shall be further elutriated until the wash is clear.
Also the ratio of the moisture content to the material passing the 75 um Sieve shall be reported. The sample should then be protected as necessary for transporting back to the
laboratory. especially
percentage passing the 75 um Sieve.
3. The sample shall be considered to be fully dried out when two successive weighings. The portion retained on 75/um sieve should be added to
the sample.11. are the same. plus tray.
STAGE 2 (IN LABORATORY)
The moisture content sample shall be dried out as quickly as possible over a gas ring or similar heat
source. Water shall then be added to the dish and the concrete thoroughly mixed.
2. Experience has indicated that four hours directly over a gas burner is required to determine the
moisture content accurately. the grading of the aggregates and cement used must be
known. SCOPE
This test method is for determining the moisture content and sieve analysis of freshly mixed concrete. Good reproducibility in the grading of freshly mixed concrete can be obtained by this procedure
for the analysis of wet concrete.
When the sample is dry. a mechanical analysis shall be carried out in accordance with AS1141.1
QUALITY CONTROL OF CONCRETE . and also that the correct moisture content can only be determined
if the interval between initial mixing and commencement of drying does not exceed one hour. This process of
elutriation shall be repeated at least twice. The sample shall be thoroughly mixed and a 10kg portion
(approx. The mass of tray
and wet sample shall be recorded. at least
30 minutes apart. APPARATUS AND PROCEDURE
STAGE 1 (POINT OF DISCHARGE)
A sample of concrete of about 25 kg shall be obtained from the freshly mixed concrete in accordance
with the procedures outlined in AS 1012. the first being at the point of discharge of the
concrete and the second in the laboratory. For correct interpretation of the results however. allowed to stand
for 15-20 seconds and the water and cement poured off through a 75 /um AS Sieve. Record the dry mass of the sample.
Normally the test will be carried out in two stages.1.
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.110°C until
drying is complete.) shall be placed in a previously weighed tray and weighed immediately.
It may be used to give an indication of the cement content of freshly mixed concrete provided the
sieve analyses of all the concrete components and that of the cement used are known. TEST METHOD: NTTM 601.
2. COMMENTS ON APPLICATION OF TEST
1.WET ANALYSIS
1. The 75 um Sieve residue shall
be washed back into the dish and the dish and its contents dried out in an oven at 105°C .

TEST METHOD: NTTM 601.
 Perhaps the most important aspect is the constant check on the water content. which
will indicate if the assessment of the aggregate moisture contents is correct and also
provides a check on the water gauge.
 The analysis will indicate immediately any appreciable weighing fault in the batching
system. particularly
when dealing with concrete batch plants that have small stockpile reserves which
prevent pre-testing. The benefits of using Wet analysis as an auxiliary to the usual quality control in the field are as
follows:-
 The analysis will indicate serious departures from the specified grading.
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.1
3.

(e) Camera. DEFINITION
The rebound deflection bowl is the shape of the deflection profile as the truck moves off the test
point.2 ± 0. Tyre pressure gauge
O 0
(a) Thermometer (0-100 C) with 1 divisions.
ii Arrange for a forklift or crane to load the ballast to equal 8.
3. It is determined from measurements of deflection using the Benkelman Beam. i.
2.
.2t over the back axle.Ensure truck has chains and blocks for securing load.
Spacing: Tyres should be 300 mm apart.
Wear: It is essential that all four tyres on the rear axle show the same degree
of wear. PREPARATION
i. Tyres: The following guidelines should be followed in respect to tyres for
Benkelman Beam vehicles.
(c) 10m tape.e.
.
(b) Truck:
i. 600mm.
Pressure: 550 kPa ± 10 kPa. 900mm and 2700mm and 6000mm spacings. with correct axle tyre configuration. worksheets.
(d) Notebook. APPARATUS
(a) Benkelman beam apparatus fitted with a suitable vibrator.1
BENKELMAN BEAM DEFLECTION TEST
1. TEST METHOD: NTTM 701.e. 14
ply.Check tyre pressure.
iii.
4.Obtain truck capable of carrying 8.2t.
ii.
(b) Asphalt hole punch and light oil. preferably 12 ply but higher ply ratings are acceptable. measured centre to centre of the dual
wheels.
300mm. . SCOPE
This test method sets out the procedure for measuring the deflection of a flexible pavement using the
Benkelman Beam. at 0mm.
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.
Tread Pattern: “Highway” type.
Size: 10 x 20. cross ply or bias ply). Load: The vehicle must have an 8. The rear axle mass of
the test vehicle shall be determined with full tanks of fuel and chains
on board.
Construction: Diagonal ply (i. Lug type not acceptable.2 tonne load over the rear axle
equally distributed by each set of dual wheels. These requirements apply to the tyres on
the dual wheels of the ballasted axle.

.
. Deflections shall be measured in the wheel paths. 1 x Truck Driver. Road name. 100m for section length between 2-5km. 200m for section length more than 5km. Ensure beams are calibrated. Test location. Conduct test run to ensure all equipment is functioning correctly.
iii. otherwise.
iv. Ensure the distribution of 4. Benkelman Beams
. 2 x Beam Operators.
vii. including staff. Road number from PRP Register.
iv.
iv.
. Ensure both beams are functioning satisfactory. signs.
. 25m for section length less than 1 km.
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. Air Temperature. Traffic Control
.
Spacing of the test sites should be such that at least 10 measurements are taken in each length over
which the pavement and surrounding conditions appear uniform. flashing lights and
radios where required.
.
ii. A sketch plan is to accompany the test
results.
. care
must be taken to indicate the direction and lane number. 10m for all construction control testing.
v. SETTING OUT
Include the following information in the report: -
i. Date and Time.
v.
vi. chainage.
Lanes are numbered from left to right. Arrange suitable traffic control measures. if appropriate. 1 x distance measure and caller. Pavement Temperature. Ensure that the dial gauge vibrators are functioning. Inbound or Outbound. Lane No. looking in the direction of traffic flow with lane 1 being the
outer or slow lane.
iii.
vi. Thickness of asphaltic concrete layer.
viii. Ensure dial gauges are working.
.1t load over near wheel by measuring with mobile scales or
otherwise. Staff
.1
ii. distance and pavement width. 50m for section length between 1 to 2km. The spacing of the test sites is
dependent on the length and uniformity of the section and the following table below may be used as
guide:
.
.
. Where there is a change in the number of lanes over the length under test.
5. wheel path. TEST METHOD: NTTM 701.

5m from the tip of the beam to the axle).traffic distribution. Stop the truck 2. 900mm. 400mm.500mm
spacings.
. 1. ensuring that the tyres of the truck will not
touch the beams.
3.percent commercial vehicles.200mm and 1.
7.
2.
(d) Remove the locking pin from the beam and adjust the rear leg until the dial gauge is in the
midrange of its travel.5m behind the selected test site.
.future traffic predictions. DATA COLLECTION
(a) Obtain traffic data records (if required) such as:
. 600mm.
.1
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.
(e) Turn on the vibrator.
(i) Turn off the vibrator.past traffic. The truck should be parked for a minimum period of 3 minutes and the entire test shall
be completed within approximately 4 minutes.
(h) Drive the truck forward to 6m and record the gauge reading when the rate of recovery is equal
or less than 25µm per minute.
(f) Set the dial gauge at zero. Check the truck tyres every 2-3 hrs and if necessary adjust to specified pressure. See Note 1.
(b) Obtain information on the pavement configuration from previous records or conduct pavement
dippings. PROCEDURE
(a) Select and mark the point on the pavement.7m from the zero point and record the gauge reading when the rate
of recovery is equal or less than 25µm per minute. TEST METHOD: NTTM 701. record the pavement temperature and air temperature at
least once every hour.
. 200mm.
(l) At each test site record and rate the pavement shape and condition including the surface type
and any cracking etc. which is to be tested.
(j) For asphaltic concrete pavement.
(c) Insert the probe of the Benkelman beam between the dual wheels and place it on the selected
test site (1.
TEST METHOD: NTTM 701.
(g) Creep the truck slowly forward and take readings of the Benkelman beam gauge as the truck
moves past the zero point.1
6.traffic counts.
(k) Record the air and road temperature approximately every 1-2 hours.
NOTES:
1. For chip seal surfaces pavement temperature is not required.
(b) Centre the dual wheels of the truck approximately 1.

 Test location.
 Pavement width. to warrant splitting up these lengths for separate analysis.
 Test direction.
 Inbound / Outbound.
 Lane no’s.
9.
NOTE: These variations may be due to changes in surfacing type.
8.
 Pavement temperature. calculate the average (u). chainage and offset. REPORTING
The following test results and general information shall be included in the report:
 All beam testing field data recordings. (with the
outliers removed). characteristic deflection (u+fs) and coefficient of variation (CV) values for each
wheelpath and length.
 Date and time of investigation.
 Location plans.4 Calculation
Determine if over the full length tested.
 Pavement air temperature.
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.
 Checks for outliers.
 Photographs.
After splitting the tested section into significant lengths.
 All deflection data test results.1
(b) Remove any outliers from any further calculation and recalculate all valves. pavement thickness.
drainage conditions or topography.
 Pavement surface and shape recordings. standard
deviation (s). Abnormally high or low readings should be omitted form the statistical
analysis.
 Road name.
 Length of project and spacing of test sites. there are distinct changes in the level of deflection
over significant lengths.
 Road number from PRP Register. TEST METHOD: NTTM 701.

(e) potters clay for sealing the gap between the mould and the road surface. The test is applicable for thin asphalt and sprayed seal surfaces. PROCEDURE
The procedure consists of the following steps:
(a) Select the number and location of test sites to represent the characteristics of the seal being
evaluated. Ensure that the permeameter is securely seated into the
potter’s clay and a watertight bond is achieved.
(c) Place the permeameter on the pavement to ensure that the test surface is relatively flat.
(h) Place approximately 20 kg of slotted masses onto the permeameter with the slots aligned to
allow access to the bleed valve. depending on which material is best
suited to the surface type under the prevailing weather conditions.
(c) suitable pavement sealing agents such as road marking paint. an annulus is marked on the nominated test site leaving an unmarked
2
inner diameter of 113mm for the test (10. SCOPE
This test method describes the procedure for determining the infiltration rate of pavement surfaces
using the Field Permeameter Ring.
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. and then mop up any excess water on the surface. bitumen emulsion or potters
clay.000 mm surface area).
(b) Remove any dirt or loose material from the area to be tested by brooming and washing down
with water.
2.
several light applications of a spray paint sealant may be required instead of one heavy
application. TEST METHOD: NTTM 702.
(d) 113mm diameter template for marking the test site. To assist with drying times.
(d) Mark the outline of the permeameter on the pavement surface with spray paint.1
FIELD PERMEAMETER TESTING OF BITUMINOUS SEALS
1.
(e) Using the template.
(h) worksheets.
(b) slotted masses for securing the mould (approximately 20kg). and a water uniform surface is achieved. Other tests areas can also be prepared whilst the sealant dries or sets. ensuring
that all surface voids are filled.
(f) stop watch for timing the drop in head height. emulsion or potters clay.
(g) Place the permeameter centrally onto the prepared ring of potter’s clay with the air bleed valve
on the highest side of the test site. APPARATUS
Equipment required for the test includes:
(a) permeameter ring (bronze mould).
(f) A thick ring of potters clay is applied to the prepared annulus on the road pavement. food colouring and detergent for the test. The annulus of suitable
sealant may be made by paint.
(g) squeegee bottle and water.
3.

The consistency of the
clay may need to be adjusted to ensure adequate workability. pavement seal type and condition.
(j) The air bleed valve is opened and the prepared water is poured in through the viewing tube to
fill the permeameter. close the air
bleed valve whilst ensuring that all air has been expelled from the permeameter.
4. stoneware grade.g. Use a fine grained potters clay. and 300mm. 400. and this shall contain food colouring and
approximately one drop of detergent/litre.
(l) Using the data obtained. the pavement temperature. Walkers white. 300.1
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. which is 100mm
less than h1. would be 500. The water
level is then filled up to the desired head height (h1). 500.
TEST METHOD: NTTM 702. REPORTING
Report the initial and final head height. When water commences to flow out of the air bleed valve. the time taken for the water to drop from the initial to final
head height. 400.
NOTES ON TEST:
1. the infiltration rate. and thus the level of h2.
3. and 200mm respectively. e.
(k) The time interval (T) for the water head in the viewing tube to fall from h1 to h2 is timed using a
stopwatch.
2. Potable water shall be used for the testing. The level of h1 is usually 600. and the test commences.1
(i) Insert the plastic viewing tube into the permeameter. the permeability of the sealed surface can be determined
approximately in accordance with Hvorslev falling head formulae given below:
k=D ln h1
11 (T) h2
(m) Describe the pavement seal type and condition. Ensure the viewing tube is inserted far
enough to come in contact with the stop lip of the permeameter. and
the permeability as calculated using Hrorlev’s and the falling head equations. TEST METHOD: NTTM 702.